SW6201004_Plan (Set)_20210427

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BORED AND JACKED UNDER o / DISTANCE TRIANGLE LOT 2 qQ 79,
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STA 0+00 W-1 00 \ / L= 12.80 L = 777.43 5 L = 30.2 L = 116.0705 N -
1-8"X 6" TAPPING / G R35.00\j CURVE 1 LOT 3 R = 230.00' R = 852.7 50' R = 230' / R = 230' ` STA 0+00 RD 3 OPEN j END ROADWAY CONSTRUCTION
SLEEVE + VALVE ­ r� / CHORD LENGTH= 12.80' CHORD L GTH = 750.7954' CHORD LENGTH = 0.2548' CHORD LENGTH = 1 i 4.8427' SPACE AT RADIUS POINT
6' MIN. X o° / CHORD DIR. S2'49'57"W CHORD IR. S21'6'46"E CHORD DIR. S51'5' 1 " CHORD DIR. S69' 18'58"E LOT 15 STA 13+12.02 RD--1
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/ 15' OPEN SPACE 1 STA 0+00 W-2
LOT 5 ACCESS EASEMENT �
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(7.5' EITHER SIDE) LOT 12 2-6" GATE VALVES
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TRANSITION. SEE \/ / LOT 11 PROPOSED 4" SEWER , � CI25. ` 1-•6 PLUG ,
\ LOT 6 1 0 10 LF 6" PVC SDR21
Q .. LOT 8 LOT i 0 � 1�
SHEET D-4 (TYP.) STA 4+90.77 RD SERVICE (TYP.} k WATER MAIN
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f PROPOSED 22' ASPHALT PROPOSED 5 CONCRETE CI23 OPEN 8 RADIUS (TYP.)
PROPOSED 8 PVC �. SPACE
SIDEWALK WITH NCDOT _ � � _ � . '
LOT 31 V / _ SANITARY SEWER ROADWAY WITH 24 CONCRETE Cl2fi
/ � APPROVED HANDICAP RAMPS k -_ -�.- -' �•� � "
O ` _ --_ ROLL CURB. 26BOC + BOC o�_ .PROPOSED
Cl2 � I SANITARY SEWER C
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/ �\ \ C[ ..... � L - � L-- CURVE 2 � rt �j0 PERMANENT DRAINAGE
/ LOT 30 / PROPOSED STORM -�� __- EASEMENT, WIDTH VARIES l --
/ DRAINAGE 7 1
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SEE DETAILS
Oo OSpR 1 SHEET D-3
LOT 29 STA 4+72 W-1 00 1 te!
O / .. _� - • �, PUBLIC WHEEL STOP-
NCDOT NOTES: < 1-fi X fi TEE _ • ....,, C120_
/DRIVEWAYS ON ALL LOTS SHALL ONLY ACCESS CI5 --- . .., • --'� ' 1__j
\ / 1-6 GATE VALVE - --_ ��" LOTD16
INTERNAL SUBDIVISION ROADS.1-F.H.�-- I 1
/ ASSY. --
LOT 28 v / �u r R32.50 PROPOSED WATER 1.r
O Z _ 1 1 5 ASPHALT c128
ALL SIDEWALKS SHALL BE MINIMUM 6" THICK AT ` , -� 5 MIN. SERVICE TYP. 1 J LOT 17 SIDEWALK I z
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DRIVEWAY CROSSINGS. SEE SHEET D-5, DETAIL
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848.03. `- STA 5+34 W-1 �69.20 ! PROPOSED 6 PVC ' LOT 61 r'Z
LOT 27 ---_ .� Q�u � � FSDR21 WATER MAIN ED)-
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THE HOMEOWNERS ASSOCIATION SHALL BE LOT�26 � / � � STA 0+00 W-2
• 6" TEE f I EK�)_
RESPONSIBLE FOR MAINTAINING ALL DRAINAGEI I I r LOT 19
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EASEMENTS, VEGETATED SWALES AND OPEN SPACE � � .� 2-6 GATE VALVES ___- � / /
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OSPREY LANE & W 1 LOT 32 -7
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NCDOT NOTES:
ALL UTILITY STRUCTURES SHALL BE LOAD RATED
FOR THE APPROPRIATE DEAD LOAD PLUS HL-93
LIVE LOAD. SUCH STRUCTURES SHALL BE
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DESIGNATED AND CERTIFIED BY A LICENSED pe OR
DESIGNATED AS MEETING NCDOT STANDARD
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SPECIFICATIONS AND DRAWINGS.
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ELECTRICAL POWER AND COMMUNICATIONS
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REVISIONS
SYM. DESCRIPTION DATE o U b e
NCDOT COMMENTS 10/20/20
. V
ngineering, PLLC
150 S. Page St. • Southern Pines, NC 28387 • [phone] • Cert. No. P-I 275
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
OSPREY LANE AND W-1
PLAN AND PROFILE
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
SEPTEMBER 2020
DATE
c-3-
SHEET NO.

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1-6"X 6" TEE
2-6" GATE VALVES
NCDOT NOTES:
DRIVEWAYS ON ALL LOTS SHALL ONLY ACCESS
INTERNAL SUBDIVISION ROADS.
ALL SIDEWALKS SHALL BE MINIMUM 6" THICK AT
DRIVEWAY CROSSINGS. SEE SHEET D---5, DETAIL
848.03.
THE HOMEOWNERS ASSOCIATION SHALL BE
RESPONSIBLE FOR MAINTAINING ALL DRAINAGE
EASEMENTS, VEGETATED SWALES AND OPEN SPACE
NCDOT NOTES:
ALL UTILITY STRUCTURES SHALL BE LOAD RATED
FOR THE APPROPRIATE DEAD LOAD PLUS HL-93
LOT I
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STA 4+90.77 RD-1
STA 0+00 RD-2
LOT4 7
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LIVE LOAD. SUCH STRUCTURES SHALL BE
215
DESIGNATED AND CERTIFIED BY A LICENSED Pe OR
DESIGNATED AS MEETING NCDOT STANDARD
SPECIFICATIONS AND DRAWINGS.
ELECTRICAL POWER AND COMMUNICATIONS
21
FACILITIES SHOULD CONFORM TO THE CURRENTLY
APPLICABLE NATIONAL ELECTRICAL SAFETY CODE
EXCEPT VERTICAL CLEARANCES SHALL BE NO LESS
THAN 18 FEET IN ANY CASE.
ALL NON --FERROUS PIPELINES SHALL BE
205
INSTALLED WITH A 12 GAUGE LOCATING WIRE.
THE NCDOT IS ONLY RESPONSIBLE FOR
MAINTENANCE OF DRAINAGE SYSTEMS WITHIN THE
RIGHT OF WAY AND NOT RESPONSIBLE FOR
MAINTENANCE/INSPECTION OF DRAINAGE SYSTEMS
20O
OUTSIDE THE RIGHT OF WAY.
ALL DRIVEWAY CONNECTIONS SHALL BE FLUSH TO
THE ROAD AND CONTINUE THE SLOPE OF THE
SHOULDERS FOR 4' TO 6.
195
190
185
PROPOSED WATER MAIN DOES NOT CROSS
OVER PROPOSED STORM DRAINAGE EXCEPT
WHERE SHOWN IN THE PLAN VIEW
180
-- LOT 9
PROPOSED fi" PVC
1 SDR21 WATER MAIN
{ I I LOT tO
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+ � cQ STA 2+56.06 RD-2
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PUBLIC___._ .
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C15 ER ENE cls
CI4 PROPOSED STORM
I DRAINAGE
STA 2+61 W 2
STA 12+50 W-3
STA 4+72 W-1 1-6"X 6" TEE
.1-6"X 6" TEE L 2-6" GATE VALVES.
• J1-6" GATE VALVE J
f 1-F.H. ASSY.
LOT 32
CL T 27
1 LOT 33
STA 7+76 W-2
1-6" 90' BEND
1--6" GATE VALVE
LOT�73
STA 7+78.30 RD-2
STA 2+76.48 RD-4\
/ LOTS 72
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C116\ \
CI14 5
\ 5' MIN. /
/ UQ
'C112 7
PROPOSED WATER \
SERVICE (TYP.) / \
7,� _ -- • " CI11 i � � � � -LOT 40 �
PROPOSED 4 SEWER �
ry CURVE 2 j / SERVICE (TYP.)
3+ ' �-- • CI10LOT 39
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LOT 38
LONGWOOD
PROPOSED 22' ASPHALT /
-- _� ROADWAY WITH 24" CONCRETE LOT 37
TROLL CURB. 26' BOC + BOC
PROPOSED 5' CONCRETE
SIDEWALK WITH NCDOT LOT 36
APPROVED HANDICAP RAMPS
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1 � 20' PERMANENT CI3 ILOT 34
• DRAINAGE EASEMENT LOT 35
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SANITARY SEWER x�
LOT 41
LOT 42 �-- - PROPOSED 6"
\ PVC WATER MAIN
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STA 4+76 W-2 \ / �Q•.
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1-6"GATE VALVE \ �� C
1-F.H. ASSY. \i .
CURVE 1
L -- 63.45'
R — 230.00'
CHORD LENGTH — 63.2529'
CHORD DIR. S83'1'3'W
�Cli 7 EXISTING 6" PVC
WATER MAIN
C18 „
EXISTING 8
C119 GRAVITY SEWER
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CURVE 2 ' /
L - 194.01'
R - 230.00'
CHORD LENGTH -- 188.31'
CHORD DIR. S66.45'21 "W
SUBDIVISION
PROPOSED
GRADES
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REVISIONS
SYM. DESCRIPTION DATE o u b l e
• i •
n ineern , PLLC
150 S. Page St.• Southern Pines, NC 28387 • [phone] • Cert. No. P-1275
3+00
w � S
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• NGINE�'••'�Grr'
5+00
6+00
7+00
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
r
WE
215
210
205
200
195
W0I11
185
:m
THE POSTAL KIOSK SHALL BE OWNED
AND MAINTAINED BY THE HOME
OWNERS ASSOCIATION.
THE HOME OWNERS ASSOCIATION
SHALL OWN AND MAINTAIN ALL
SIDEWALKS ON THIS PROJECT.
SCALE: 1" = 50'
50' .0 25' 50' 100'
VIPER LANE AND W--2
PLAN AND PROFILE
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
SEPTEMBER 2020
DATE
r-a
SHEET NQ-
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CURVE 1
L -- 471.138'
R - 230'
CHORD LENGTH - 392.9805'
CHORD DIR. N74'0'1 "E
CURVE 2
L - 514.9621'
R- 1130'
CHORD LENGTH - 510.5176'
CHORD DIR. N34'15'41 "W
CURVE 3
L - 35.9655'
R -- 300'
CHORD LENGTH - 35.944'
CHORD DIR. S17'46'17"E
CURVE 4
L - 77.2443'
R - 300'
CHORD LENGTH - 77.0311'
CHORD DIR. S6'57'39"E
215
210
205
200
195
190
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USAC WETLANDS
4
STA 13+29 W-1
STA 0+00 W-2
1--6"X 6" TEE
2-6" GATE VALVES
1-6" PLUG
10 LF 6" PVC SDR21
WATER MAIN
STA 12+66.78 RD-1
STA 0+00 RD-3
■�.R �R TT
ALL SIDEWALKS SHALL BE MINIMUM 6" THICK AT
DRIVEWAY CROSSINGS. SEE SHEET D-5, DETAIL
848.03.
THE HOMEOWNERS ASSOCIATION SHALL BE
RESPONSIBLE FOR MAINTAINING ALL DRAINAGE
EASEMENTS, VEGETATED SWALES AND OPEN SPACE
___
NCDOT NOTES:
ALL UTILITY STRUCTURES SHALL BE LOAD RATED
FOR THE APPROPRIATE DEAD LOAD PLUS HL-93
LIVE LOAD. SUCH STRUCTURES SHALL BE
DESIGNATED AND CERTIFIED BY A LICENSED pe OR
DESIGNATED AS MEETING NCDOT STANDARD
SPECIFICATIONS AND DRAWINGS.
ELECTRICAL POWER AND COMMUNICATIONS
FACILITIES SHOULD CONFORM TO THE CURRENTLY
APPLICABLE NATIONAL ELECTRICAL SAFETY CODE
EXCEPT VERTICAL CLEARANCES SHALL BE NO LESS
THAN 18 FEET IN ANY CASE.
ALL NON --FERROUS PIPELINES SHALL BE
INSTALLED WITH A 12 GAUGE LOCATING WIRE.
THE NCDOT IS ONLY RESPONSIBLE FOR
MAINTENANCE OF DRAINAGE SYSTEMS WITHIN THE
RIGHT OF WAY AND NOT RESPONSIBLE FOR
MAINTENANCE/INSPECTION OF DRAINAGE SYSTEMS
OUTSIDE THE RIGHT OF WAY.
ALL DRIVEWAY CONNECTIONS SHALL BE FLUSH TO
THE ROAD AND CONTINUE THE SLOPE OF THE
SHOULDERS FOR 4' TO 6'.
\,<\ C
STA 2+61 W-2
STA 12+50 W-3
1-6"X 6" TEE
2-6" GATE VALVES`
\ CT
THE POSTAL KIOSK SHALL BE OWNED
AND MAINTAINED BY THE HOME
OWNERS ASSOCIATION.
THE HOME OWNERS ASSOCIATION
SHALL OWN AND MAINTAIN ALL
SIDEWALKS ON THIS PROJECT.
SCALE: 1" = 50'
50' 0 25' 50' 100'
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PVI STA:
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CONTRACTOR SHALL INSTALL (4)
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6" 45' BENDS TO CROSS UNDER -
PROPOSED 18" RCP. CENTER 20 LF
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6" D.I.P. UNDER RCP STORM DRAIN
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PROPOSED
30" RCP
PROPOSED
GRADES
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UTILITY IMPROVEMENTS
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PLAN AND PROFILE
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848.03.
THE HOMEOWNERS ASSOCIATION SHALL BE
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ELECTRICAL POWER AND COMMUNICATIONS
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ALL DRIVEWAY CONNECTIONS SHALL BE FLUSH TO
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0+00 1 +00 2+00 3+00
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11 50' 0 25' 50' 100'
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PERCENT SLOPES
ALL TEMPORARY DIVERSION SWALES REQUIRE
LINING MATERIAL BE INSTALLED WITHIN SEVEN
DAYS OF FIRST DISTURBANCE.
LIMITS OF CONSTRUCTION SHALL BE AS PER
THE LIMITS OF CONSTRUCTION LINE ON THIS
PAGE.
LEGEND
TEMPORARY DISSIPATOR PAD
TD TEMPORARY DIVERSION DITCH
T-0--T
0--o-0 TEMPORARY INLET PROTECTION
LIMITS OF DISTURBANCE
j x x TEMPORARY SILT FENCE
TEMPORARY SILT FENCE OUTLET
DRAINAGE AREA
7,7
ROCKFISH ROAD
tiL _ U
' _ _
215-
'2.824 AC
j
\ \ \ SCM DRAINAGE AREA �
0.3486 A 0.3094
CI 8 CI 7
97
�cl 9
0..4851
���—----� 3.178 AC
0.2190 A 1 \
y0.7242 AC
121 ' 212
- \ 2.62r29 AC
77:
l
1.1339 Act \
0.6889 AC i C
0, \
Cl 3
Cl 4
n 0.427 AC,
2.401 AC I
` 1
'-0.0665 A a 1 \
0.542 AC
I
I
L
197\ SCM DRAINAGE AREA
Lam\
1 --�1� I II1. /CI 11 , 0.3290
0.0548 A
0.0450 A� CI 18 1 y / \\\\ �` ` \ \ \ \` c1 3051 AC
\ ` � , 4 ' 0.2095 0.097 AC
Cl 14
\` \ fCl 17 Cl 36� ,a1 C` _ 0.3778 AC \ f
0.0244 AC _CI 13�CI 20
Cl 1 0.0631 AC` \ �C! 35 + _ 0.8745 AC
� �\
0.3905 A 0.606 ACC
\ 1 O O \ 1^
USAC WETLAND a 0 KA
LINE TYP. 1�;: �\ 0.055 AC CI 23 _ zQ �-"f-\\1�'%
\ \ �� \� • �, \,9 �/ . .Cl 37 C! 22 38 1.1739 At,
r-0 A\ \ '. � s Cl 2%4 � ��, _ __ 1
to
0 AC
\ \ t 1 `VN \\ / Cl 3 �� - 0.451 AC t \� \��-�
19
CI 32
CI 33Cl 3
00,
�\ \
Cl
NZ,
0.041 AC Cl
o.3456 A CI 27 .AC
J ' 1
0.1500 A0.r } \ \ \
SCM DRAINAGE AREAUtAc �[ . i \
I'LINE TYP. 1 ` \
�11
REVISIONS
SYM. DESCRIPTION DATE 0 u b e
ngeerngn, PLLC
150 S. Page St. • Southern Pines, NC 28387 « [phone] « Cert. No. P-1275
195
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
NC GRID NAD 1983 (2011 ) NORTH
I
DISTURBED AREA = 10.79 ACRES
,►� 10.
BEAVER CREEK 18-31-19-5
STREAM CLASS: C
RIVER BASIN: CAPE FEAR
SITE IS IN A FEMA FLOOD PLAIN PER PANEL
MAP NO. 3710946500J DATE: 10/17/06
MAP NO. 3710946400J DATE: 10/17/06
MAP NO. 3710945500J DATE: 10/17/06
TEMPORARY DIVERSION DITCH
SEVEN DAY GROUND COVER REQUIRED.
THE CONTRACTOR SHALL INSTALL THE REQUIRED LINING
MATERIAL ON THE TEMPORARY DIVERSION SWALES WITHIN
SEVEN DAYS OF FIRST DISTURBANCE.
SCALE: 'I" = 100'
100' 0 50' 100' 200'
STORM DRAINAGE AREA PLAN
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
SEPTEMBER 2020
DATE
C-15
SHEEF NO.

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THE CONTRACTOR SHALL BE REQUIRED TO REMOVE ALL CONFLICTING PAVEMENT MARKINGS
BY THE END OF THE WORKDAY.
THE CONTRACTOR SHALL INSTALL ALL PAVEMENT LINES AND SYMBOLS AS REQUIRED (SEE
ROADWAY STANDARD DRAWINGS 1205.01 THUR 1205.13.
THE CONTRACTOR SHALL BE REQUIRED TO REPLACE ANY PAVEMENT MARKINGS, WHICH
HAVE BEEN OBLITERATED BY CONSTRUCTION PROCEEDURES, BY THE END OF THE WORKDAY.
THE CONTRACTOR SHALL BE REQUIRED TO COVER ALL CONFLICTING STATIONARY
CONSTRUCTION SIGNING WHEN A LANE CLOSURE UTILIZING PORTABLE CONSTRUCTION SIGNS
IS IN EFFECT. THE CONTRACTOR SHALL NOT HAVE AN OVERLAP IN THE SEQUENCE OF
CONSTRUCTION SIGNING.
THE CONTRACTOR SHALL PLACE ALL FINAL PAVEMENT MARKING LINES AND SYMBOLS
(THERMOPLASTIC ALKYD—MALEIC) USING THE EXTRUSION METHOD. CHANGES TO MARKINGS
MAY AND SHALL BE MADE AT THE DIRECTION OF THE ENGINEER.
PAVEMENT MARKERS SHOULD NOT BE PLACED CLOSER THAN 2 INCHES TO A PAVEMENT
CONSTRUCTION JOINT (AS FEASIBLE), EXCEPT WHEN PLACED BETWEEN DOUBLE YELLOW
CENTER LINES AND ALONG YELLOW SKIP LINES AND TWO-LANE, TWO—WAY ROADSWAYS
WHERE PASSING IS ALLOWED IN BOTH DIRECTIONS.
PAVEMENT MARKERS SHELL NOT BE PLACED DIRECTLY ON PAVEMENT MARKING LINES.
PAVEMENT MAQRKERS USED IN CONJUNCTION WITH DOUBLE YELLOW CENTER LINES SHALL
BE PLACED MID —WAY BETWEEN THE LINES, PROVIDED WITH A GAP BETWEEN THE LINES AND
THE MARKER TO REDUCE OVER SPRAYING THE MARKER DURING THE REPAINTING
OPERATIONS.
MARKERS ARE NOT REQUIRED ALONG MINI —SKIP LINES IN TAPERS.
CHANGES TO PAVEMENT MARKERS MAY AND SHALL BE MADE AT THE DIRECTION OF THE
ENGINEER.
330.00'
__[NEW ASPHALT TAPER (TYP.)
R/W_-- — ._—
— —60' R/W -- — — — — -- ROCKFISH ROAD —
330'
TAPER
60' R/W
OPEN SPACE
357
92.00'
-- —SR 1406
w
a 10' X 70' SIGHT DISTANCE (TYP.)
0
1
PROJECT LAYOUT PLAN
200.00'
12'
�12'— — — —
...............
SCALE 1" T 30'
—50'—
STORAGE
OPEN SPACE
EXISTING ASPHALT PAVEMENT
220.00'
— —R/W
NEW 6' WIDE ASPHALT j
WIDENING. TYPICAL
BOTH SIDES
I
f
NOTE:
CONTRACTOR SHALL INSTALL AN 1 1 /2" S9.513 ASPHALT OVERLAY OF THE
ENTIRE PROJECT PRIOR TO MARKING.
150' 220'
BAY TAPER TAPER
LEFT
TURN ARROW
0
z
0
n
00 -
rn
r•
\-NEW ASPHALT TAPER (TYP.)
SR 1406
SOLID WHITE LINE YELLOW DIAGONAL LINES 2' YELLOW 2'-6"/SP LINE- SOLID WHITE LINE - - - - - - - - - - - - - -- -- -- -
TYP. BOTH SIDES (2:1 SLOPE) w SOLID YELLOW LINE WHITE 3'-9'/SP MINI —SKIP LINE YELLOW DIAGONAL LINES SOLID WHITE LINE
10,SPACING ALONG DOUBLE z (2:1 SLOPE) TYP. BOTH SIDES
YELLOW CENTER LINES 10'SPACING ALONG DOUBLE )
i 35 R YELLOW CENTER LINES I
I n
I 0
PAVEMENT MARKING PLAN
SCALE 1 " 30'
SCALE: 1" = 100'
NOTE: 100' 0 50' 100' 200'
' CONTRACTOR SHALL NOTIFY THE NCDOT 3 DAYS PRIOR
TO STARTING ANY CONSTRUCTION WITHIN NCDOT RIGHT OF WAYS.
REVISIONS
o u b l e �,`y
SYM. DESCRIPTION DATE ,�+'�'��N��, �,, UTILITY IMPROVEMENTS SEPTEMBER 2020
�•......... , TURN LANE PLAN DATE
�° r Ess� .� ,
C% Q�°� °"9 : TO SERVE
+ z
• BLACKHAWK LANDING
ng irieerlrlg • HOKE COUNTY, NORTH CAROLINA FNOT PLLC = � � FINAL DRAWINGS
ti�G�NE�.�J,'',,,„��P�RELEASED FOR CONSTRUCTIONC17
150 S. Page St. * Southern Pines, NC 28387 * [phone] * Cerf. No. P-1275 ' 2t-2.0 SHEEr NO.

I
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COMPACTED,
SUBGRADE
6"x6" WELDED
WIRE MESH --a
LIGHT
BROOM
FINISH
-
- J
- -
-
/=� 2" CLEAR _
(TYP.)
- � 1/4" CHAMFER
- S (TYP.)
i s
1 /2" EXPANSION JOINT SHALL
BE REQUIRED WHERE THE
SIDEWALK JOINS ANY RIGID
STRUCTURE AND AT 40' INTERVALS
SURFACE
NOTE:
FORMING OF ALL SIDEWALKS SHALL BE INSPECTED
BY HOKE COUNTY PRIOR TO POURING.
mSPHALT EXPANSION JOINT MATERIAL
1 /2" WIDE AND FILL FROM BOTTOM
OF CONCRETE TO WITHIN 1/8" TO
1 /4" BELOW TOP OF CONCRETE
EXPANSION JOINT
CONCRETE SIDEWALK DETAIL
NOT TO SCALE
1/2' CONCRETE
VALVE COLLAR
SCREW -TYPE ADJUSTABLE
CAST IRON VALVE BOX,
SEE DETAIL W-5
STAINLESS STEEL
WRAP AROUND SLEEVE
THRUST
BLOCK ! TAPPING
/I VALVE
SOLID 4" CONCRETE 1
BLOCK W/ STONE 1
TAPPING SLEEVE AND VALVE ASSEMBLY
N.T.S.
NOTES
1) TAPPING SLEEVE SHALL BE STAINLESS STEEL
WRAP -AROUND TYPE AS MANUFACTURED BY
FORD, MUEL LER, OR ROMAC.
2) PLACE TAPPING VALVE ON 4" CONCRETE BLOCK.
PLACE BLOCK ON 6" COMPACTED #57 STONE.
BACKFILL AROUND SLEEVE AND VALVE WITH STONE TO
TOP OF PIPE.
FULL CIRCLE SS BODY AS MANUFACTURED
BY SMrTH/GLAIR OR ROMAC
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
TAPPING SLEEVE AND VALVE
ASSEMBLY
R/W
DOUBLE #IEt£R ffy
.t yr t�xr t$, 411j 41
CHECK VALVE ° Elm
ANGLE
VALVE
METER BOX
(CONC., C/1,
OR PLASTIC
_
COPPER SETTER /
POLY. WATER SERVICE LINE
TO BE FORD
COMPRESSION
j/
(VHH 172-7W-SN)
FITTING
OR APPROVED
BRASS ADAPTER
EQUAL METER
FOR
YOKE
COMPRESSION
CONECTION
TYPICAL
HOUSE
SERVICE DETAIL (SHORT)
N.T.S.
II Gm;
1. INLETS WILL HAVE A BRASS ADAPTER
AS REQUIRED FOR A COMPRESSION
FITTING TO "[PS" WATER SERVICE PIPE.
2. YOKE WILL HAVE CHECK VALVE THAT
SHALL HAVE SPRING ASSISTED SEATING,
AND THE SEAT SHALL BE OF BUNA-N-
RUBBER.
3. OUTLET SHALL BE FORD DOUBLE
PURPOSE COUPLING OR APPROVED
EQUAL
4. METER YOKES SHALL BE SUPPORTED AS
CALLED FOR IN SPECIAL PROVISIONS.
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
PRE -CAST
CONCRETE V
COLLAR
MECHANICAL ,
GATE VALVE
TYPICAL HOUSE SERVICE DETAIL
(SHORT)
ROM INSIDE
INSTALL
3H SLOT.
IRON VALVE BOX
l BE TYLER, EAST
)ON IRONWORKS OR
ROVED EQUAL
QUARE
ATOR NUT
CORPORATION
STOP
SADDLE
!ACER WIRE #12 COPPER WIRE
)ATED FOR DIRECT BURIAL
NOTE:
ALL GATE VALVES SHALL
BE PLACED ON AN 80 LB.
BAG OF SACRETE.
NOTE:
CONTRACTOR SHALL PROVIDE CONCRETE FORCE MAIN AND WATER MAIN GATE
VALVE MARKERS ON RIGHT OF WAY LINE. MARKER SHALL HAVE THE LETTERS
F.M.R. OR R.W.V. OR P.W.V.
GATE VALVE ASSEMBLY
N.T.S.
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
GATE VALVE
ASSEMBLY
REVISIONS
SYM. DESCRIPTION DATE ouble
a
n ineerin , PLLC
J J
150 S. Page St. • Southern Pines, NC 28387 9 [phone] • Cert. No. P-1275
MIN. EXISL ROAD 20' AVG. METER Sax ON P
ANGLE I DOUBLE CHECK
VALVE VALVE
COMPRESSION
FITTING
PVC CASING
CLASS 200)
RVIC ?EAlL (LOMQ
A BRASS ADAPTER
R A COMPRESSION
WATER SERVICE PIPE.
CHECK VALVE THAT
NG ASSISTED SEATING,
HALL BE OF BUNA--�N-
FORD DOUBLE
NG OR APPROVED
HALL BE SUPPORTED
PECIAL PROVISIONS.
TYPICAL HOUSE SERVICE DETAIL
(LONG)
POLY. WATER
SERVICE LINE
BRASS ADAPTER 1
FOR 111_
COMPRESSION
CONECTION
CORPORATION (
STOP
SADDLE
MICAL HOUSE__al
N.T.S.
Iffi S WILL HAVE
AS REQUIRED FQ
FITTING TO "IPS"
2. YOKE WELL HAVE
SHALL HAVE SPRI
AND THE SEAT 5
RUBBER.
3. OUTLET SHALL BE
PURPOSE COUPLI
EQUAL.
4. METER YOKES 5
AS
CALLED FOR IN S
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
1' MAX.
r
�3
co I
ci4
z�
1 /3 C.Y. NO.
57 WASHED
STONE AROUND
WEEP HOLE -----r
STORZ CAP TO
FACE STREET
GATE VALVE
113" MIN.AND VALVE
BOX
or
MECHANICAL JOINT
END W/MEGA LUG
6" DUCTILE
IRON PIPE .
o
}
M
METER BOX
(GONG., C/I, bR
PLASTIC
COPPER SEifER TO BE
ounEr FORD (VHH172-7P! SN)
0R APPROVED EQUAL
METER
YOKE
3/4" THREADED
ROD (2 REQUIRED)
WATER
L MAIN
6" MJxFLG •` +-1 n u
W BEND
`~ y LENGTH TO BE DETERMINED
CONCRETE
THRUST BLOCK IN THE FIELD MECHANICAL JOINT
MECHANICAL JOINT END W/MEGA LUG TEE W/MEGA LUG
NOTES:
1. FIRE HYDRANTS SHALL BE INSTALLED NO MORE THAN ONE FOOT WITHIN THE N.C.
D.O.T. RIGHT-OF-WAY.
2. THE DISTANCE FROM THE WATER MAIN TO THE FIRE HYDRANT VARIES. THE
CONTRACTORS BID PRICE FOR FIRE HYDRANT ASSEMBLIES SHALL INCLUDE THE COST
FOR THE VARYING FIRE HYDRANT LEG LENGTH.
3. COSTS TO INSTALL THE FIRE HYDRANT TO GRADE SHALL BE PAID BY THE CONTRACTOR.
FIRE HYDRANT AND VALVE DETAIL
N.T.S.
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
FIRE HYDRANT DETAIL
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
BOLTS TO PIPE SPIDER, BY SPIDER MFG.
OR APPROVED EQUAL
HEAVY DUTY STEEL SKIDS (4)
CARRIER PIPE
SPIDER SIZE DETERMINED BY
SIZE OF STEEL CASING AND
CARRIER PIPE.
Ro WIDTH - AS SHOWN AT EACH CROSSING +�
2xr 0 �
iq a> ASPHALT - AS SHOWN AT EACH CROSSING >
5' MIN.
M€NO(TYPICAL)
MEN.
BLOCK ENDS OF
PIPE WITH MASONRY
STEEL CASING TO BE
BRICK AND MORTAR
INSTALLED BY BORING
TYPICAL
BORING DETAIL
UNDER HIGHWAYS
N.T:S.
NOMINAL D.I.
STEEL CASING
MIN. WALL THICKNESS
MIN. WALL THICKNESS
CARRIER PIPE DLA MINIMUM D.D.
FOR HIGHWAYS
FOR RAILROADS
(INCHES)
(INCHES)
(INCHES)
(INCHES)
3
8.625
0.250
0.250
4
10.750
0.250
0.250
6
14.0
0.250
0.250
8
16.0
0.250
0.312
10
18.0
0.250
0.312
12
20.0
0.250
0.375
14
24.0
0.250
0.375
16
26.0
0.312
0.500
18
28.0
0.312
0.500
20
30.0
0.312
0.500
24
34.0
0.500
0.625
HOKE COUNTY REGIONAL TYPICAL BORING DETAIL UNDER
WATER SYSTEM DETAILS HIGHWAYS
HOKE COUNTY, NORTH CAROLINA
-E' UNDISTURBED EARTH
ELM ELEVATION
NOTES:
1. THRUST BLOCKS SHALL BE CONSTRUCTED OF 2500 P.S.I. CONCRETE.
2. INSTALL TAR PAPER AROUND BEND OR FITTING TO PREVENT BONDING OF CONCRETE.
DIMENSION A (FEET)
BEND /FITTING
PIPE SIZE NOM.
DIA. IN INCHES
4
6
8
1 10
12
16
18
20
24
90' BEND
1.4
1 2.0
2.7
1 3.4
4.0
5.4
6.0
6.7
8.0
45' BEND
1.0
1.5
2.0
2.5
3.0
4.0
4.5
5.0
5.9
22 1/2' BEND
0.8
1.1
1.5
1.8
2.2
2.9
3.2
3.6
4.3
11 1/4 BEND
0.5
0.8
1.0
1.3
1.5
2.0
2.3
2.5
3.0
TEEBRANCH/DEAD END
1.2
1.7
2.3
2.9
3.4
4.5
5.1
5.7
6.8
CONCRETE THRUST BLOCK DETAIL
FOR HORIZONTAL BENDS AND TEES
N.T.S.
HOKE COUNTY REGIONAL CONCRETE THRUST BLOCK DETAIL
WATER SYSTEM DETAILS FOR HORIZONTAL BENDS AND TEES
HOKE COUNTY, NORTH CAROLINA
MISCELLANEOUS
DETAILS
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
SEPTEMBER 2020
DATE
D-1
SHEET NO.

4
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law
SYM.
WATER
5-1/4"
N
N
1Yr OR 2r
1
7"
g.
7-5/8"
7--3/8"
G-•3/8'
F �
M
L COMPLETE BOX
IL- LYrjj
10-1 4 DIMENSIONS IN INCHES
LENGTH
BOTTOM SECTION TOP BOTTOM
1D 15
10 24
16 24
16 36
26 36
26 48
26 60
NOTES: TOP SECTION
1. VALVE BOX SHALL HAVE RAISED LETTERS "WATER" CAST INTO COVER.
2. VALVE BOX ACCOMMODATES 4" THRU 12" VALVES.
3. VALVE BOX SHALL HAVE J" HOLE DRILLED IN TOP SECTION T HRU WHICH
A }" X 14" GALVANIZED BOLT SHAH BE USED TO SECURE A 12GA.
THHN TRACER WIRE FOR NON—FERROUS PIPE. A WASHER SHALL
BE USED BETWEEN NUT AND
INSIDE OF BOX.
TIGHTEN HAND TIGHT.
4.SCREW TYPE VALVE BOXES
ARE REQUIRED.
5. DIMENSIONS SHOWN MAY
VARY DEPENDING UPON
THE MANUFACTURER.
VALVE BOX DETAIL
NT5
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS VALVE BOX DETAIL
HOKE COUNTY, NORTH CAROLINA
NOTES:
1.) INSTALL MARKER POSTS
ON EDGE OF THE
DOT R/W LINE.
2.) PROVIDE MARKER POSTS
AT ALL LINE VALVES.
3.) ABBREVIATIONS STAMPED
ON POST AS FOLLOWS:
MV = MAIN VALVE
BO=BLOW OFF VALVE
PLATE W/DIRECTIONAL
5 1/2"
ARROW POINTED TO
VALVE TO NEAREST
5 1 /2"
FOOT
BRASS MARKER 2" BRASS MARKER
PLATE
PLATE W/ANCHOR
�V
I
3/4" CHAMFER
t j
AT EACH CORNER
N
EXISTING
i i
GROUND
�I
J
0
�; •: ' ' �:
2--NO. 3
04
REINFORCEMENT
a.
BARS
2 CUBIC FEET
CONCRETE MINIMUM
VALVE MARKER POST DETAIL
N.T.S.
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
VALVE MARKER POST DETAIL
HOKE COUNTY, NORTH CAROLINA
_ TRACER WIRE TO CUSTOMER
POINT OF CONNECTION
3/4" OR 1 " BLUE CTS PVC
SEERVICE LATERAL
/4" OR 1 " BRASS CORPORATION STOP
MAIN SIZE BY 3/4" OR 1 " TAPPING SADDLE
TAPPING SADDLE & CORPORATION DETAIL
N.T.S.
2,�Or
MIN.
BLOCK ENDS OF
PIPE WITH MASONRY
BRICK AND MORTAR
3" WIDE DETECTOR
TAPE — 18" BURY
'IIIIII=IIIIII=lull-ililI� II!
�
#10 SOLID
IIIIII=IIIIII! Ill�f llllll IIIF
COPPER WIRE
—1I111=1111111i14411 liii- 411i1
111I1 I III=IIIIII-
SPIRAL WRAPPED
o AROUND PVC PIPE
U NOT REQUIRED
=IIIIII!=1111
11Illillll lLII- II=11111II—
FOR DIP
lii-IIIIIII11111111111=11111
Ilill 11111011IIII 111111=IIIIII=
�q� III I
04
!
CD
z
BIIIiI II III
�
a
n
CL
IIII _- 110Up
1
gIH�€k fl3HIl
,� C7
_ PIPE 7=
C3
UNDISTURBED SOIL WIDTH LU
AS REQUIRED
BELL O.D.+12" MIN.
BELL O.D.+24" MAX.
WATER MAIN TRENCH DETAILS
N.T.S.
NOTES-
1 . LAYING CONDITIONS AS PER AWWA C600 AND C605 STANDARDS.
2. BEDDING MATERIAL SHALL BE 4" MINIMUM THICKNESS, LOOSE SOIL (DEFINED
AS NATIVE SOIL EXCAVATED FROM THE TRENCH), FREE FROM ROCKS AND SHALL
PROVIDE UNIFORM SUPPORT FOR THE FULL LENGTH OF PIPE. COMPACT TO 95%
MAXIMUM DENSITY.
3. INITIAL BACKFILL SHALL BE LIGHTLY CONSOLIDATED IN MAXIMUM 6" LOOSE
LIFTS, COMPACTED TO 957e OF MAXIMUM DENSITY.
4. UNDER AREAS TO BE SEEDED OR SODDED, COMPACT SUCCEEDING LAYERS OF
FINAL BACKFILL IN 12" LOOSE LIFTS TO 85% MAXIMUM DENSITY.
5. UNDER STRUCTURES, PAVEMENTS AND ROAD SHOULDERS, COMPACT SUCCEEDING
LAYERS OF FINAL BACKFILL IN 6" LOOSE LIFTS TO 95% MAXIMUM DENSITY
EXCEPT COMPACT TOP 12" OF SUBGRADE TO 98 % MAXIMUM DENSITY.
6. PROVIDE #10 SOLID COPPER WIRE IN SUFFICIENT LENGTH TO BE SPIRAL
WRAPPED AROUND EACH SEPARATE RUN OF ALL BURIED PVC PIPING. AT VALVE
BOXES, BRING WIRE TO WITHIN 6 IN. OF TOP OF BOX AND INSERT INTO BOX
THROUGH DRILLED HOLE. NOT REQUIRED FOR DUCTILE IRON PIPE.
7 INSTALL 3" WIDE DETECTOR TAPE AT 18" DEPTH. TAPE SHALL HAVE MIDDLE
FOIL LAYER.
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
-- AS
ASPHALT - AS SHOWN AT EACH CROSSING
STEEL. CASING TO BE
INSTALLED BY BORING
TYPICAL BORING DETAIL
UNDER HIGHWAYS
N.T.S.
NOMINAL D.I.
STEEL CASING
MIN. WALL THICKNESS
MIN. WALL THICKNESS
GARBLER PIPE DIA.
MINIMUM O.D.
FOR HIGHWAYS
FOR RAILROADS
(INCHES)
(INCITES)
(INCHES)
(INCHES)
3
8.625
0.250
0.250
4
10.750
0.250
0.250
6
14.0
0.250
0.250
8
16.0
0.250
0.312
10
18.0
0 250
0.312
12
20.0
0.250
0.375
14
24.0
0.250
0.375
16
26.0
0.312
0.500
18
26.0
0.312
0.500
20
30.0
0.312
0.500
24
34.0
0.500
0.625
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
ouble
nV 'V ineerina, PLLC
150 S. Page St.* Southern Pines, NC 28387 * [phone] e Cert. No. P-1275
TYPICAL BORING DETAIL UNDER
HIGHWAYS
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WATER MAIN TRENCH DETAILS
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BACK OF CURD
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SECTION A --A SECTION B--B
WATER METER BOX DETAIL
N.T.S.
HOKE COUNTY REGIONAL
WATER SYSTEM DETAILS
HOKE COUNTY, NORTH CAROLINA
SECTION X-X
TOP ELEVATION
w in
FRAME. GRATE A3
SEE STD. NO. 641
R„
A7'-AMIN.----r = o
m SECTION Y-Y
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■kkRik, krkrkr
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1NHFRF n[Y To iA* PIPE IS HSED
WHERE 4r TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
MIN. AVG. WGT.
FRAME
50 LBS.
COVER
20 MS.
WATER METER BOX DETAIL
L
NOTES: MORTAR JOINTS 1�" +J. tb" THICK.
O co
USE CLASS "B" CONCRETE THROUGHOUT.
y.
y USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB.
Q ¢
DEDUCT FOR PIPE(S) FROM TOTAL CU. YOS. OF BRICK MASONRY.
~ _ "
USE 04 BAR DOWELS AT 12" CENTERS FOR ALL. PIPE SIZES.
U
I--i0CDLIL
PROVIDE ALL CATCH BASINS OVER W-G" IN DEPTH WITH STEPS 12"
0 —1D_ F-i 2t
0 =
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
cc 0)
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
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USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS
¢ 0 O CD
OF SECTION 840 OF THE STANDARD SPECIFICATIONS.
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IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
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AS SHOWN ON STD. NO. 840.00.
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FOR 8"-0" IN HEIGHT OR LESS, USE B" WALL, OVER B'•D" IN HEIGHT, USE
0
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12" WALL TO 6'-D" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING
m
G'-D". OUANTITES TO BE ADJUSTED ACCORDINGLY.
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CONSTRUCT WITH PIPE CRDWNS MATCHING.
in
NOTE
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
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T SECTION J-J
WHERE 30" TO 36" PIPE IS USED
PLAN
L;j .SEE NOTE 6"M� ii: . • ?'. ,'..-. , cT
SECTION M-M s
WHERE 42' TO 54" PIPE IS USED
PLAN
MISCELLANEOUS
DETAILS
NOTE
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
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SEPTEMBER 2020
DATE
D-2
SHEET NO.

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N4 BARS "V" I S„
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PLAN OF TOP SLAB
8" E #B "W" BARS
#4 BARS "V" 6"
@3 EQUAL SPACES _ J
04 BARS 11w
SECTION R-R
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SECTION
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DOWEL
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CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP ELEVATION 61,
EXPANSION JOINT
USE ON FLAT GRADES 2% AND UNDER
I
^m 3'
-0"
EXPANSION JOINT DEPRESSED GUTTER LINE
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
TOP ELEVATION NORMAL GUTTER LINE
6"
EXPANSION JOINT
iUSE ON GRADES OVER 2g6
EXPANSION JOINT-1
1 O„
DEPRESSED GUTTER LINE
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR BRICK CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)*
DIMENSIONS OF BOX AND PIPE
TOP SLAB
DIMENSIONS
jCU.YDS. CONE. IN BOX
BRICK MASONRY
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS•W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOTAL
GONG.
FRICKy413
DIIIAus
TOTAL
co
0
A
B
C
G
H
E
F
C,M.
R.C.
12'
3'-n"
2'-2"
2'-0"
0.281
6.281
0.683
1.164
0.020
0.042
15"
3'-0`
2'-2"
W-p"
0.281
0.281
0.9B3
1.244
0.031
0.047
18"
3'-O"
2'-2"
W-3"
O.2B1
0.281
1.043
1.324
O.D44
0.065
24"
3'-0"
2'-2"
3'-9"
1
0.281
0.281
1.204
1.485
0.078
0.121
30"
W-O"
1 2'-2"
1 3'-4"
1
4'-3°
V-2"
4'.4"
4
}'-6"
1 3
4'-]"
3
4--1"
45
1 0.147
0.374
1 0.521
1 1.606
1 2.217
0.122
0.184
3'-D"
2'.2"
3'-10"
4--9"
1'-$"
4'-4"
4
2'-0"
4
4'-}"
3
4'-1"
49
0.}87
0.415
0.6p2
1.914
2.516
0.17fi
4.261
42'
T-O"
2'-2"
4'-5"
5'-3"
i'-5"
3'-6"
4
V.
3
3'-3"
3
3'-3"
38
0.135
0.373
0.5p8
2.152
2.660
0.240
0.371
4B"
3'•0"
2'-2"
5'-0"
5'-9"
2'-0"
3'-6"
4
3'-3"
3
3'-3"
41
0.173
0.410
0.583
2.415
2.998
0.313
0.477
54"
3'•0"
2'-2"
5'-7"
fi -3°
2'-7"
3'-6"
4
3'-O"
6
3'-3"
3
3'-3"
47
0.211
0.44E
0.659
2.8D6
3.465
0.396
0.505
BACK OF CURB
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PLAN
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SECTION Y-Y
RISER HT.
VARIES
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WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES _ �. r � � -•
D'
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
SECTION x-x
SEE
* RISER HAS .321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT,
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY SMITH STD. DRAWING 840.66,
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR 94 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD, NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0" TO 16'-D" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE,
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I SECTION J-J
WHERE 30" TO 36" PIPE IS USED
PLAN
WHERE 42" TO 54" PIPE IS USED
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@ EQUAL SPACES
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SECTION R-R
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SECTION S-S
N4 BAR
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6"
DOWEL
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV' EXPANSION JOINT
GRADES 2% AND UNDER
ER
mDEPRESSED GUTTER LINE
EXPANSION JOINT
II •
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
EXPANSION
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN{BASED ON MIN. HEIGHT, H,
WITH NO RISER} *
DIMENSIONS OF BOX AND PIPE
COVER
DIMENSION
1CU.YOS1 CONC. IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS- W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
BOTTOIA=flt•COtIC•
SLAB
amw
AI.H
D
A
B
C
G
H
E
F
12"
3'-0"
2'-21,
2'-9"
0.235
01772
0.015
0.026
15"
3'-0"
21-2"
3'-0"
0.235
0.829
0.023
0.036
18"
3'-0"
2'-2"
3'-3"
0.235
0.887
0.033
0.049
24"
W-O"
2'-2"
3'-9"
0.235
1.001
0.059
0.085
30
3'-0"
2'- 2
3'-4
a -3'
1'-2"
4'• 0
4
1'-5 t.
2
3 -9
3
3'-9"
39
0.123
0.3 21
1.433
0.092
0.127
36"
3'-0"
2%2"'
3'-10"
a' 9
1'-B"
4'-0"
4
1--11-
3
3'-9"
3
3'-9"
43
0.161
0.358
1.714
0.132
0.178
42"
3'-0"
2'-2"
4%5"
5'-3"
7'-5"
3'-2"
4
1'-8"
2
2'-11"
3
2'-11"
32
0.112
0.318
1.738
0.180
Q.243
98"
3'-Q"
2'-2"
5'-0"
5'-9"
2'-O"
3'-2"
4
2'-3„
3
2'-11"
3
12'-11"1
35
10.145
0.352
2.052
0.235
0.317
4
2'-10"
5
2'-11"
3
2'-31"
41
O.1SD
0.365
2.387
0.297
0.40]
0
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43" NOTE: USE TYPE "E" , "For AND "G"GRATE
UNLESS OTHERWISE NOTED.
PLAN
FRAME,GRATE, 8, HOOD ASS'Y
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150 S. Page St. = Southern Pines, NC 28387 = [phone] = Cert. No. P-1275
SECTION - KK
ALIGN FRAME WITH INSIDE
EDGE OF WALL TO ALLOW
FOR VERTICAL ADJUSTMENT
WALL SECTION °
SECTION - BB
J FRAME PLAN
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1 a
2' 1
HOOD ELEVATION
GUTTER LINE
TER LINE
" RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
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SECTION - LL
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UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
CURB AND GUTTER TO BE POURED
IN 10' SECTIONS WITH EXPANSION
JOINTS EVERY 50'.
90' IF MACHINE PLACED.
1 /2r,R 12"R 12"R
11 3 8"
END) OF WRVE
N _ 4 I 2 1 /2"
e
1
a--- 4 a. a a• $-C o ff
11 7 8"
3000 PSI CONCRETE LOW POINT IN CURVE
24"
24" STANDARD ROLL TYPE
CONCRETE CURB AND GUTTER
N.T.S.
2'-0" CURB & GUTTER
END TREATMENT
N.T.S.
MISCELLANEOUS
DETAILS
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
SEPTEMBER 2020
DATE
D-4
SHEET NO.

1-1
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SECTION A -A
GRASS MEDIAN OR
CONCRETE ISLAND
A f— EXPANSION JOINT FR
A
B
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B40.03 FRAME, GRATE AND HOOD
EXPANSION JOINT ------ 7 ?
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C
PLAN
04- RAD
SECTION - BB
- - — -
DEPRESSED GUTTER LINE
EXPANSION JOINT ] ] ] EXPANSION JOINT
SEE STANDARD NO. 840.01 DR 840.02 �016
ELEVATION
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3000 PS!
1/'l" 10 �AQER StS�pN�L 5
2-0' CURB do GUTTER
*SIDEWALK TAPERS DOWN
5' BACK FROM DRIVEWAY.
2" DEEP SAW CUT
�••.: 'p •^'" EXISTING DRIVEWAY
PROPOSEo DRIVEWAY PAVEMENT
PAVEMENT
A METHOD OF TIE IN
1 WHEN EXISTING DRIVEWAY PAVEIS CONCRETE,
..._...-.'1jJj SAW CUT 2" DEEP JOINT AT THE
PO POINT OF TIE -IN -
SAW JOINT PERPENDICULAR TO EDGE OF EXISTING
DRIVEWAY PAVEMENT.
C1L
1—
WHEN DIRECTED.
SECTION B-B
GENERAL NOTES:
**NO CONSTRUCTION JOINT WILL BE PERMITTED IF FORMS
ARE USED TO CAST DRIVEWAY, SLIP FORMING OF CURS
AND GUTTER PERMITS THE USE OF CONSTRUCTION JOINT.
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DETAIL SHOWING TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
TYPE 'rG" TYPE "E" TYPE rrFf,
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—•- WATER FLOW --+•- SAG •- -• WATER FLOW -.
---------------------------------
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- ► WATER FLOW - -* SAG ----- WATER FLOW
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TYPE - F
REVISIONS
DESCPIP-nON DATE o u b l e
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NORMAL EARTH FOUNDATION ROCK FOUNDATION NOR BUTMORLESS THAN 12" u1U.
PIPE ABOVE GROUND UNSUITABLE MATERIAL FOUNDATION ¢ G
GENERAL NOTES: -n
I.D. - IRE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. 00 NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HIS Q O
BEEN PROPERLY IACKFILLED AND COVfiHEO WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
O.D. a THE MAXIMUM HORIZONTAL OUTSIDE DEAMETrP DIMENSION. SPAINGLIH£ OF PIPE W
11 - THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT SELECT BACKFILL MATERIAL CLASS III OR CLASS II, TYPE , rE
ALONG THE PIPE FROM 711E TOP OF THE FIFE TO THE TOP
ABOVE AND BELOW 6PRINGLINE.
OF THE EMBANKMENT AT THAT POINT. APPROVED SUITABLE LOCAL MATERIAL.
® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE DACKFILL. aA+r rN_ n UNDISTURBED EARTH MATERIAL
LOOSELY PLACED SELECT MATERIAL CLASS III BR CLASS II. TYPE 1 PIPE SEATING AND [NCKFILL WILL SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONOITEONING. ENCAPSULATE
UNCOMPACTED AS P
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE WITH TYPE 2 GEOTEXTILE AS DIRECTED BY THE ENGINEER. SHEET 1 OF 3
ACCOMPLISH COMPACTION. 300.01
0Oa01
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TOP OF FILL^
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-'7 •. ,.-GEOTEXTILE
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ROCK D.D. + 3' NOR MORE THAN 24" 0.0. + 3'
NORMAL EARTH FOUNDATION
ROCK FOUNDATION
AS DIRECTED BY E140A.
UNSUITABLE MATERIAL FOUNDATION
PIPE IN TRENCH
TOP OF FILL
TOP OF FILL
TOP OF FILL
Z
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GROUND LINE GROUND LINE MIN, 0.0, MIN. O.D. H
MIN. 0.00 MIN. O.D ....UIN. O.D. MIN. 0.0.
GROUND TYPE 2 y •„" - - Q
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.. COMPACT AFTER
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((,�
• HOT LESS T1AN B" rrr=,rr-r,r w,n :nr_ rrr �rrr�n, FILL �nl, yrn=• wrrr �,r= re TN-r ¢ � 0
I.D.
16 MIN. rr ._ rr LAS DIRECTED
COMPACT AFTER O.D. ♦ 2' I-D.16 MIN. NOT LESS THAN G" MIT[. 0.0. MEN. O.G. OY ENGINEER F,
PIPE IS PEACEb Not LESS TINH 6" D,d-• 2' Q O.
8 PRIOR TO 12" PER FOOT Of 'H' I- !
PLACEMENT dF ROCK FOUNDATION A NOT Less THAN
2 N 12" Ili
FILL NORMAL EARTH FOUNDATION UNSUITABLE MATERIAL FOUNDATION
PIPE ABOVE GROUND � O
GENERAL NOTES:
DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT PAS Q
I.O. - THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. BEEN PROPERLY BACKFILLED AND COVERED VITH AT LEAST 3 FEET OF APPROVED MATERIAL• p[C
O.O. a THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER 01MENSION. - - - - - SPRINGLIKE OF PIPE
Uj
H THE FILL HEYGLJT MEASURED VERTICALLY AT ANY POINT T.� SELECT 13APXFILL MATERIAL CLASS IIT OR CLASS II.
ALONG TILE PIPE FROM THE TOP OF THE PIPE TO THE TOP DELOW SPRIItGLINC,
OF THE EMBANKMENT AT THAT POINT.
APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINCL[NE.
TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE ENCKFILL. ar-rrr-rrr„-rf UIIDI6TURDEO EAR1kE MATERIAE
L005ELY PLACED SELECT MATERIAL CLASS Ill OR CLASS I1, TYPE 1
FOR PIPE BEg0111G. LEAVE SECTION! DIRECTLY BENEATH PIPE SELECT MATERIAL CLASS V OR VI FOR FOINJDATIDN CONDITIONING. ENCAPSULATE
UNCOUPALTED AS PIPE SEATING AND BACKFILL WILL HIT" TYPE 2 GEOTGXTILE AS DIRECTED BY THE ENGINEEA. SHEET 2 OF 3
ACCOMPLISH COMPACTION. 300. 0-1
FLEXIBLE PIPE
Round CorrugatedSteel Pipe
corrugation
Dr Minimum
mover Maximum Height of (feet)
(inches) (inches � (Gax
! 1TO D
12 12 204 256
15 12 162 204
18 12 135 169 239
21 12 115 145 204
24 12 100 126 178
30 12 79 100 142
36 12 65 B3 117 152
42 12 55 70 100 130 160
48 12 48 61 87 113 139
54 12 54 77 100 423
60 12 69 90 ill
66 12 at too
72 12 74 91
78 12 at
84 12 69
HOPE (Minimum fill) 2' for pipe diameters 12" and S 60"
• (Maximum fill) 20' for pipe diameters 24"
17' for pipe diameters a 30" and S 60"
PVC * (Minimum fill) 2' for pipe diameters a 12" and c 3611
* (Maximum fill) 3D' for pipe diameters >_ 12" and S 36"
" FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
-- -- Round2Corr13 ugCo
rrugation
Pipe
Diameter Minimum cover Maximum Height of Cover feet
inches inches (Ga) 16 14 12 10 8
12 12 123 155 216 281 344
1s 12 98 123 174 224 275
18 12 81 102 144 187 228
21 12 69 87 123 160 195
24 12 60 76 108 139 171
j 27 12 67 95 123 151
30 12 60 as 111 136
36 12 s0 71 92 713
42 12 SD 78 9s
48 12 52 68 84
54 12 46 60 74
60 12 s0 62
GS 12 51
72 12 41
• FOR DIFFERENT CORRUGATIONS AND ARCH PIPES REFER TO
ROADWAY DESIGN MANUAL OR MANUFACTURERS SPECIFICATION
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
CSP - AASHTO M36
CAAP - AASHTO M196
HOPE - AASHTO M294
PVC - ASIR F949 or AASHTO A1304
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
RIGID PIPE
RCP - (Minimum fill) I' for Class IV E CLASS V
2' for Class III & Class II REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
" (Maximum fill) 10' - Class II pipe RCP - AASHTO M170
20' - Class III pipe
30' • Class IV pipe
40' - Class V pipe
(For fills > 40' & < 80' use LRFO Direct DOsign Method) NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
• FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE 1' MINIMUM COVER FOR ALL SIDE DRAINPIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
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FINAL DRAWINGS
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SEPTEMBER 2020
DATE
SHEET NO.

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TOP
/-SEE NOTE 7
NOTE S� - 2" TYF
S
SEE NOTE 7-.�
NOTE 7
510E BACK ELEVATION BACK ELEVATION
FRAMING AND CROSS•BRACING DETAILS
TYPE "F" SIGNS
S:DE SECE
p " - SIG TRACK -TO -BACK
CROSS GRACING M00NT
FRAMING AND CROSS BRACE DETAILS
FOR COMBINATION TYPE 'D" 5 "E" SIGNS
WIDE SIDE GF CROSS DRACE GOES TO BACK OF SIGN
TOP
'O' SIGN
SIGN
FRAMING AND CROSS BRACE DETAILS
FOR CONRENATION TYPE."D" A "F"_SIGNS
NIOE SIDE OF FLANGE TD BACK OF "F" SIGN
NOTES:
T. ERECT TYPE 'D", "E", AND "F" SIGNS ON FREEWAYS WITH 'ME NEAR EDGE OF THE SIGN 20 FT.
FROM THE TRAVEL LANE. ERECT ALL OTHER D", E', AHD F" SIGNS WITH THE NEAR EDGE OF THE
SIGN AT THE EDGE OF THE SHOULDER BREAK (S FT. MiNIWM CLEARANCE, 12 FT. DESIRABLE, FROM THE EDGE OF
TRAVEL LANE), OR AS DIMENSIONED ON PLAN SHEETS.
2. ERECT TYPE "D", "E", AND "F" SIGNS WITH THE BOTTOM OF SIGN ASSEMBLY AT LEAST 7 FT. ABOVE THE EDGE
OF THE TRAVEL LANE ON ROADS WITH 2 OR MORE LANES AND AT LEAST 5 FT. ON OTHER ROUTES. THE VERTICAL
CLEARANCE IS 7 FT. WHERE REDBIRED FOR PEDESTRIAN TRAFFIC ANDIOR PARKED VEHICLES.
3. THE VERTICAL DIMENSION BETWEEN MOUNTING HOLE CENTERS ON ALL TYPES "D", "E". AND "F" SIGNS IS
30" MAXIMUM. THE VERTICAL AHD HORIZONTAL DIMENSIONS BETWEEN MOUNTING HOLES IS TO THE
WHOLE INCH. EACH SIGN PANEL HAS A MINIMUM OF 2 BOLTS PER SUPPORT.
4. ATTACH SIGN W1 3'e' HEX HEAD BOLT, NYLON WASHER, SHIM, FLAT WASHER, LOCK WASHER, HEX NUT
NO BUCKLING OF THE SIGN WILL BE PERMITTED. SEE ASSEMBLY DETAIL SHEETS 2 OF 504.SO.
S. FURNISH AND INSTALL CROSS -BRACING AS SHOWN IN DERAIL. PAINT ENDS OF CROSS BRACES WJ APPROVED. ZINC PAINT
6. INSTALL POST AND CROSS-ORACING WITH THE WIDE SIDE OF THE FLANGE TOWARD THE BACK OF
SIGNS) FOR COMBINATION TYPE "D" AND "F" SIGNS.
7. THE SHIELD HEIGHTS IN THESE ASSEMBLIES CAN NOT OE LARGER THAN 24".
S. IF SIGN ASSEMBLIES REQUIRE MORE THAN TWO U-CHANNEL SUPPORTS. THE SUPPORTS SHALL BE
PLACED A MINIMUM OF A FT. &EMrN POSTS. NO MORE THAN TWO POSTS SHALL FAIL WITHIN 7 FT.
PATH, OR THE SIGN ASSEMBLY MUST BE PLACED BEHIND BARRIER PROTECTION.
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REVISIONS
SYM. DESCRIPTION DATE ouble
n ineer�n , PLLC
J J
150 S. Page St. • Southern Pines, NC 28387 • [phone] • Cert. No. P-1275
7' (60'
2' (50'
5' -
PROPOSED 5 SHLDR.
CONCRETE
SIDEWALK
li4lilli4li4.= 4 lit
li4�li4.
THE BACKGROUND FOR ALL. TYPE "E"
SIGNS (WHICH INCLUDES A STOP SIGN)
IS GRACE "C" REFLECTIVE SHEETING
0
PROPO
GRADE
60' RIGHT OF WAY LEDGERBROOK LANE
50' RIGHT OF WAY
— 26' BACK TO BACK OF CURB (MIN.)
22' STREET WIDTH (M114.)
CONCRETE ROLL TYPE
3.009 SLOPE
17' (60'
12' (50'
24" SHLDR. I
TYPICAL ROADWAY CROSS SECTION (50' R/W)
N.T.S.
TYPICAL ROADWAY CROSS SECTION LEDGERBROOK LANE (60' R/W)
N.T.S.
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
6' {MIN.
1 MAX
C�- l� LS—TING GRADE
-- m-lit- =li4
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MISCELLANEOUS
DETAILS
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
SEPTEMBER
2020
DAIS
CD-6
SHEET NO.

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CONCRETE WASHOUT STRUCTURE:
CONTRACTOR SHALL INSTALL AN ONSITE
CONCRETE WASHOUT STRUCTURE. STRUCTURE
SHALL BE AT LEAST 50 FEET FROM ALL
INLETS, SURFACE WATERS OR WETLANDS.
CONTRACTOR SHALL COORDINATE LOCATION
WITH MOORE COUNTY PRIOR TO INSTALLATION.
SOIL DATA
TAKE FROM NATIONAL COOPERATIVE SOIL SURVEY
SOIL CLASSIFICATION:
BaB BLANEY LOAMY SAND, 2 TO 8 PERCENT SLOPES
BaD BLANEY LOAMY SAND, 8 TO 15 PERCENT SLOPES
CaB CANDOR SAND, 1 TO 8 PERCENT SLOPES
W WATER
JT JOHNSTON LOAM
WaB WAGRAM LOAMY SAND, 0 TO 6 PERCENT SLOPES
DISTURBED AREA = 22.43 ACRE', ---
STREAM DATA:
BEAVER CREEK 18-31--19-5
STREAM CLASS: C
RIVER BASIN: CAPE FEAR
SITE IS IN A FEMA FLOOD PLAIN PER PANEL
MAP NO. 3710946500J DATE: 10/17/06
MAP NO. 3710946400J DATE: 10/17/06
MAP NO. 3710945500J DATE: 10/17/06
TEMP.
SKIMMER
BASIN
TOP
WIDTH
TOP
LENGTH
BASIN
DEPTH
BASIN
CAPACITY
(CF)
WEIR
WIDTH
ORIFICE
DIA.
(IN)
SKIMMER
SIZE
SKIMMER
HEAD
SKB-1
21'
42'
4.5'
2907
4`
1.2"
1.5"
1.5"
SKB-2
36'
72'
5.0'
10880
12'
2.0"
2.5"
2"
SKB-3
36'
72'
5.0'
10880
12'
2.0"
2.5"
2"
SKB-4
46'
92'
4.0'
14784
12'
2.4"
2.5"
2"
TEMPORARY DIVERSION-----
SWALE 7 -
TEMPORARY
CONSTRUCTION ENTRANCES
RIP RAP
DISSIPATER PAD #2
TEMPORARY SKIMMER
BASIN SKB-4
DIST. AREA: 9.57 AC �-
DRAIN AREA: 10.72 AC
VEGETATED STORM WATER
SWALE VS-2
3' BOTTOM WIDTH WITH 3:1 SIDE
SLOPES MIN @ 0.50%
100' LONG MIN.
TEMPORARY INLET
-PROTECTION (TYP.)
RIP RAP
DISSIPATOR
WIDTH
LENGTH
THICKNESS
RIP RAP
NO.
CLASS
1
16
19
2411
1 1
2
184
21
24
1
ER ` ' ' SWALE 5B
TEMPORARY DIVERSION . - r
SWALE 6
� TEMPORARY SKIMMER 06 �--
TEMPORARY DIVERSION DITCH \\ 1 \
SEVEN DAY GROUND COVER REQUIRED. ' \� \\BASIN SKB-3 \ 1
� � \ , \\DIST. AREA: 5.49 AC , �\ \ � --� 4�- -TEMPORARY DIVERSION
THE CONTRACTOR SHALL INSTALL THE REQUIRED LINING OPEN SPACE �� \\ DRAIN AREA: fi.62 AC ��\ 1
ON THE TEMPORARY DIVERSION SWA ES WITHIN /� f �� \\`�``��\ �\ 1 i r SWALE 4or
�
MATERIAL L 1 - - \ \\ \\� ``�\ \
SEVEN DAYS OF FIRST DISTURBANCE.
f - \� \ ♦ f
� � 'SWALE POR5AY DIVERSION 'x
OPEN SPACE ` I i
\RIP RAP
DISSIPATER PAD #1-_
VEGETATED STORM WATER--
\\)SWALE VS-1
! \ 3 BOTTOM WIDTH WITH 3:1 SIDE
SLOPES IN ® 0 50% �� - ��--TEMPORAF
TEMP. DIVERSION
DITCH #
BOTTOM
WIDTH
LINING
HEIGHT (MIN.)
Q10
(CFS)
LINING TYPE
TD-1
1
FT.
3
FT.
1.02
DOUBLE
STRAW
NET
TD-2
2
FT.
3
FT.
0.98
DOUBLE
STRAW
NET
TD-3
2
FT.
3
FT.
4.92
DOUBLE
STRAW
NET
TD-4
2
FT.
3
FT.
2.93
DOUBLE
STRAW
NET
TD-5A
2
FT.
3
FT.
4.93
DOUBLE
STRAW
NET
TD-•-5B
2
FT.
3
FT.
2.99
DOUBLE
STRAW
NET
TD-6
1
FT.
3
FT.
0.69
DOUBLE
STRAW
NET
TD-7
3
FT.
3
FT,
13.00
DOUBLE
STRAW
NET
TD-8
4
FT.
3
FT.
13.00
CLASS
B RIP
RAP
TD-9
3
FT.
3
FT.
6.61
DOUBLE
STRAW
NET
VEGETATED SWALE
BOTTOM
WIDTH
LINING
HEIGHT (MIN.)
Q10
(CFS)
LINING TYPE
VS-1
10 FT.
3 FT.
34.61
DOUBLE STRAW NET
VS-2
i 11 FT.
3 FT.
29.82
DOUBLE STRAW NET
100' LONG IN ' \ \ ` �� SWALE 2
'.TEMPORARY SKIMMER --- -~
BASIN SKB--2
DIST. AREA: 5.85 AC
DRAIN AREA: 6.56 AC
TEMPORARY DIVERSIQNi `� i
it I SWALE 3 7 \� -_ \ \`TEMPORARY
l
STOCK PILE
TEMPORART
SILT FENCE
TEMPORARY
_BASIN SKB-
WETLANDS _,-DIST. f/ �� AREA:
III 11� _/ -
II \ - \� f LIMITS OF - -___ - -DRAIN AREA-
ALL TEMPORARY DIVERSION SWALES REQUIRE
LINING MATERIAL BE INSTALLED WITHIN SEVEN
DAYS OF FIRST DISTURBANCE.
LIMITS OF CONSTRUCTION SHALL BE AS PER
THE LIMITS OF CONSTRUCTION LINE ON THIS
PAGE.
EROSION CONTROL
DRAINAGE AREAS
l t } \
i[
\1
1
I
L
EROSION CONTROL
DRAINAGE AREAS
--DISTURBANCE` (TYP.)
-WETLANDS
xx
REVISIONS
SYM. DESCRIPTION DATE ouble
n ineerin , PLLC
1 1 g g
150 S. Page St. • Southern Pines, NC 28387 • [phone] • Cert. No. P--1275
21-Z n
EROSION CONTROL
\ DRAINAGE _AREAS
l \
PROTECTION (TYP.) \ `
(� \ TEMPORARY DIVERSION, 1
\ `SWALE 1 1
\'EROSION CONTROL
DRAINAGE AREAS 1 1
WETLANDS
/LIMITS OF
/ DISTURBANCE (TYP.)
UTILITY IMPROVEMENTS
TO SERVE
BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
LEGEND
ob TEMPORARY DISSIPATOR PAD
TD TEMPORARY DIVERSION DITCH
t-0-1
0 0 TEMPORARY INLET PROTECTION
LIMITS OF DISTURBANCE
x x TEMPORARY SILT FENCE
�■ TEMPORARY SILT FENCE OUTLET
DRAINAGE AREA
SCALE: 1" = 100'
1
EROSION CONTROL PLAN
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
50' 100'
SEPTEMBER 2020
DATE
EC-1

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EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS.
2. HOLD PRE —CONSTRUCTION MEETING WITH THE OWNER, CONTRACTORS FOR LAND
DISTURBANCE AND EROSION CONTROL AUTHORITY PERSONNEL TO DISCUSS THE PROJECT
AND THE EROSION CONTROL PLANS.
3. FLAG EACH LAND DISTURBING ACTIVITIES DEPICTED ON THE PLANS.
4. INSTALL TEMPORARY CONSTRUCTION ENTRANCES FIRST. INSTALL TEMPORARY DIVERSION
DITCHES AND SEDIMENT TRAPS, ETC. AT THE LOCATIONS SHOWN ON THE EROSION
CONTROL PLANS. ALL EROSION AND SEDIMENTATION CONTROL MEASURES INCLUDING
TEMPORARY DIVERSION DITCHES AND SEDIMENT TRAPS SHALL BE INSTALLED PRIOR TO ANY
LAND DISTURBING ACTIVITY OCCURRING UPSTREAM OF THE DRAINAGE AREA FOR THE DEVICE.
EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION OF THE
PHASE IS NO LONGER POSSIBLE WITHOUT REMOVAL OF THE STRUCTURE AND ALL POSSIBLE
EARTHWORK IS STABILIZED UPSTREAM AND ADJACENT TO THE PHASE SUCH AS ROADWAY,
GRASSED AREAS, ETC. ALL DISTURBED AREAS SHALL BE PERMANENTLY STABILIZED WITH A
MINIMUM OF SEED, MULCH AND TACK UPON COMPLETION OF EACH PHASE.
5. CONSTRUCTION AND CLEARING LIMITS ARE SHOWN ON THESE PLANS. NO WORK IS TO BE
PREFORMED OUTSIDE THE CONSTRUCTION LIMITS.
CALL NCDENR REPRESENTATIVE FOR SITE INSPECTION PRIOR TO ANY GRADING WORK.
ONCE APPROVED, BEGIN CLEARING AND GRUBBING OPERATIONS. ALL EARTHWORKS AND
GRADING OPERATIONS NEED TO BE STABILIZED PRIOR TO REMOVING ANY EROSION
CONTROL DEVICES
6. INSTALL SILT FENCE DOWNSTREAM OF ALL SANITARY SEWER TRENCHES ALONG WETLANDS.
PLACE SPOIL PILE AT UPSTREAM SIDE OF THE TRENCH. INSTALL WATER LINES, SEWER
LINES AND DRAINAGE STRUCTURES AS APPLICABLE. INSTALL INLET PROTECTION, EROSION
CONTROL MATTING, AND OUTLET PROTECTION AS SHOWN ON PLANS. MAINTAIN EROSION
CONTROL DEVICES PER SPECIFICATIONS.
7. INSTALL DRAINAGE SWALES AND SUB —SURFACE PIPING WITH APPROPRIATE LINER.
ESTABLISH VEGETATION IN COMPLIANCE WITH NCDEQ EROSION CONTROL REGULATIONS
AND THESE PLANS.
8. PERMANENT VEGETATION SHALL BE ESTABLISHED QUICKLY UPON COMPLETION OF EACH
PHASE IN ORDER TO REDUCE THE AMOUNT OF SEDIMENT RUNOFF FROM THE SITE.
THE CONTRACTOR SHALL CONTINUE WORK NO MORE THAN 500' ALONG THE ROADWAY
WITHOUT TEMPORARY STABILIZATION.
9. WITHIN 14 WORKING DAYS OF COMPLETION OF ANY PHASE OF GRADING, GROUND COVER
SHALL BE PROVIDED ON EXPOSED SLOPES AND PERMANENT GROUND COVER SHALL BE
PROVIDED FOR ALL DISTURBED AREAS WITHIN 14 WORKING DAYS OR 60 CALENDAR DAYS
(WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
10. AFTER SITE IS STABILIZED AND PERMANENT DRAINAGE SWALES ARE CONSTRUCTED WITH
PERMANENT LINERS AND VEGETATION, CALL FOR ON —SITE INSPECTION BY THE SITE
ENGINEER AND SEDIMENTATION AND EROSION CONTROL INSPECTOR
11. ALL SLOPES 2:1 OR STEEPER SHALL BE COVERED WITH A ROLLED EROSION CONTROL
BLANKET OR A SPRAY —APPLIED HYDRAULIC EROSION CONTROL PRODUCT DESIGNED
SPECIFICALLY FOR STEEP TO SEVERE SLOPES IMMEDIATELY UPON COMPLETION OF
GRADING FOR THAT AREA.
NOTE:
PURSUANT TO G.S. 133—A57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER
THAN THE ANGLE THAT CAN BE RETAINED BY VEGETATIVE COVER OR OTHER ADEQUATE
EROSION —CONTROL DEVICES OR STRUCTURES. IN ANY EVENT, SLOPES LEFT EXPOSED WILL, WITHIN 14
WORKING DAYS OF COMPLETION OF ANY PHASE OF GRADING, BE PLANTED OR OTHERWISE PROVIDED
WITH TEMPORARY OR PERMANENT GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT TO
RESTRAIN EROSION.
PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUNDCOVER SUFFICIENT TO
RESTRAIN EROSION MUST BE ACCOMPLISHED FOR ALL DISTURBED AREAS WITHIN 14 WORKING DAYS
OR 60 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
NOTE:
EFFECTIVE OCTOBERI, 2010, PERSONS CONDUCTING LAND —DISTURBING ACTIVITIES LARGER THAN
ONE ACRE MUST INSPECT THEIR PROJECT AFTER EACH PHASE OF THE PROJECT AND DOCUMENT
THE INSPECTION IN WRITING. KEEP WRITTEN INSPECTION REPORTS ON CONSTRUCTION SITE IN WHICH
IT SHOULD BE READILY AVAILABLE FOR EROSION CONTROL INSPECTOR'S REVIEW WHEN VISITING SITE.
SELF —INSPECTION REPORT FORMS ARE AVAILABLE AS AN EXCEL SPREADSHEET FROM LAND QUALITY
WEB SITE: www.dlr.enr.state.nc.us/pages/sedimentation.,,,.new.html
EROSION CONTROL MAINTENANCE SCHEDULE
LAND GRADING: PERIODICALLY CHECK ALL GRADED AREAS AND THE SUPPORTING EROSION AND
SEDIMENTATION CONTROL PRACTICES, ESPECIALLY AFTER HEAVY RAINFALLS. PROMPTLY REMOVE
ALL SEDIMENT FROM DIVERSIONS AND OTHER WATER —DISPOSAL PRACTICES. IF WASHOUT OR
BREAKS OCCUR, REPAIR THEM IMMEDIATELY. PROMPT MAINTENANCE OF SMALL ERODED AREAS
BEFORE THEY BECOME SIGNIFICANT GULLIES IS AN ESSENTIAL PART OF AN EFFECTIVE EROSION
AND SEDIMENTATION CONTROL PLAN.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT: MAINTAIN THE GRAVEL PAD IN A CONDITION
TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOP DRESSING WITH 2—INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE
USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY DIVERSIONS ZSEDIMENT DITCH: INSPECT TEMPORARY DIVERSIONS/SILT DITCH ONCE A
WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS
NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND
THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
OUTLET STABILIZATION STRUCTURE: INSPECT RIP RAP OUTLET STRUCTURES AFTER HEAVY RAINS
TO SEE IF ANY EROSION AROUND OR BELOW THE RIP RAP HAS TAKEN PLACE OR IF STONES
HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER
DAMAGE.
HARDWARE CLOTH & GRAVEL PIPE INLET PROTECTION: INSPECT THE FABRIC BARRIER AFTER
EACH RAIN AND MAKE REPAIRS AS NEEDED. REMOVE SEDIMENT FROM THE POOL AREA AS
NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN. TAKE CARE NOT TO
DAMAGE OR UNDERCUT THE FABRIC DURING SEDIMENT REMOVAL. WHEN THE CONTRIBUTING
DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL MATERIALS AND ANY
UNSTABLE SEDIMENT AND DISPOSE OF THEM PROPERLY. BRING THE DISTURBED AREA TO THE
GRADE OF THE DROP INLET AND SMOOTH AND COMPACT IT. APPROPRIATELY STABILIZE ALL
BARE AREAS AROUND THE INLET.
TEMPORARY SEDIMENT TRAP: INSPECT TEMPORARY TRAPS AFTER EACH PERIOD OF SIGNIFICANT
RAINFALL. REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE
SEDIMENT HAS ACCUMULATED TO ONE --HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE
SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE
CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR DAMAGE FROM
EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A
MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY
SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED
FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY. AFTER ALL SEDIMENT —PRODUCING AREAS
HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
SEDIMENT FENCE (SILT FENCE): INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND
AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. REMOVE SEDIMENT DEPOSITS
AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
SURFACE ROUGHENING: PERIODICALLY CHECK THE SEEDED SLOPES FOR RILLS AND WASHES.
FILL THESE AREAS SLIGHTLY ABOVE THE ORIGINAL GRADE, THEN RESEED AND MULCH AS SOON
AS POSSIBLE.
ROLLED EROSION CONTROL PRODUCTS: INSPECT PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1 /2 INCH OR GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY. GOOD CONTACT
WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP.
ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND
SHALL BE REPARIED AND STAPLED. IF EROSION OCCURS DUE TO POORLY CONTROLLED
DRAINAGE, THE PROBLEM SHALL BE FIXED AND ERODED AREA PROTECTED. MONITOR AND
REPAIR THE RECP AS NECESSARY UNTIL GROOUND COVER IS ESTABLISHED.
GRASS —LINED SWALES: MUST NOT BE SUBJECTED TO SEDIMENTATION FROM DISTURBED AREAS.
INSPECT SWALES AT REGULAR INTERVALS AS WELL AS AFTER MAJOR RAINS. AND MAKE REPAIRS
PROMPTLY. GIVE SPECIAL ATTENTIONS TO THE OUTLET AND INLET SECTIONS AND OTHER POINTS
WHERE CONCENTRATED FLOWS ENTERS. CAREFULLY CHECT STABILITY AT ROAD CROSSING, AND
LOOK FOR INDICATION OF PIPING, SCOUR HOLES AND BANK FAILURES. MAKE REPAIRS
IMMEDIATELY. MAINTAIN ALL VEGETATION ADJACENT TO THE SWALES IN A HEALTHY AND
VIGOROUS CONDITIONS TO PROTECT THE AREA FROM EROSION AND SCOUR DURING
OUT —OF —BANK FLOW.
TEMPORARY SEEDING: RESEED AND MULCH WHERE SEEDLING EMERGENCE IS POOR, OR WHERE
EROSION OCCURS, AS SOON AS POSSILBLE. DO NOT MOW. PROTECT FROM TRAFFIC AS SOON
AS POSSIBLE. REFER TO PAGE 6.10.4, 6.10.5 AND 6.10.6 FOR CORRECT SEEDING MIXTURE
PER CURRENT SEASONAL CONDITIONS.
PERMANENT SEEDING: INSPECT SEEDED AREAS FOR FAILURE AND MAKE NECESSARY REPAIRS
AND RESEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE. VEGETATAION MUST BE FULLY
ESTABLISHED UNTIL SOIL COVER HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING.
DUST CONTROL: MAINTAIN DUST CONTROL MEASURES THROUGH DRY WEATHER PERIODS UNTIL
ALL DISTURBED AREAS HAVE BEEN STABILIZED.
TREE PRESERVATION AND PROTECTION: REPAIR ANY DAMAGE TO PROTECTED TREE AS FOLLOW
SHOULD DAMAGE TO CROWN, TRUNK, OR ROOT SYSTEM OCCUR.
(REFERENCE NCDEQ MANUAL, PAGE 6.05.3 AND 6.05.4)
REPAIR ROOTS BY CUTTING OFF THE DAMAGED AREAS AND PAINTING THEM WITH TREE
PAINT. SPREAD PEAT MOSS OR MOIST TOPSOIL OVER EXPOSED ROOTS.
REPAIR DAMAGE TO BARK BY TRIMMING AROUND THE DAMAGED AREAS AS SHOWN IN
FIGURE 6.05b, TAPER THE CUT TO PROVIDE DRAINAGE, AND PAINT WITH TREE PAINT.
CUT OFF ALL DAMAGED TREE LIMBS ABOVE THE TREE COLLAR AT THE TRUNK OR
MAIN BRANCH. USE THREE SEPARATED CUTS AS SHOWN IN FIGURE 6.05c TO AVOID PEELING
BARK FROM HEALTHY AREAS OF THE TREE.
1. RIP THE ENTIRE AREA TO 6" DEPTH.
2. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
3. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE IN ACCORDANCE
WITH "SEEDING SCHEDULE" AND MIX WITH SOIL.
4. CONTINUE TILLAGE UNTIL A WELL --PULVERIZED, FIRM, REASONABLY UNIFORM SEEDBED
IS PREPARED 4 TO 6 INCHES DEEP.
5. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING
EQUIPMENT OR CULTIPACK AFTER SEEDING. SEED ACCORDING TO "SEEDING SCHEDULE."
6. MULCH IN ACCORDANCE WITH "SEEDING SCHEDULE" IMMEDIATELY AFTER SEEDING.
7. INSPECT ALL SEEDING FOR COMPLIANCE WITH THE REQUIREMENTS OF THE "SEEDING
SCHEDULE". MAKE NECESSARY REPAIRS AND RESEED WITHIN THE PLANTING SEASON,
IF POSSIBLE, OR THE DAMAGED AREA SHALL BE REESTABLISHED FOLLOWING THE ORIGINAL
LIME, FERTILIZER, AND SEEDING REQUIREMENTS.
911671INk [MIN oIA1011�
NOTE
TEMPORARY SEED MIX SHALL BE USED FOR ALL AREAS EXPOSED GREATER THAN ONE
WEEK AND SUBJECT TO FURTHER DISTURBANCE. PERMANENT SEED MIX SHALL BE
CHECKED FOR ADEQUACY ON JULY 15. AN ADEQUATE COVER SHALL HAVE 50 SPRIGS
OF BERMUDA OR SERICEA LESPEDEZA PER ONE SQUARE FOOT.
TEMPORARY SUMMER SEED MIX (TO BE FOLLOWED BY PERMANENT FALL SEED MIX)
SPECIES
MARCH 1 — SEPT. 1 GERMAN MILLET
TEMPORARY WINTER SEED MIX (TO BE FOLLOWED BY PERMANENT SPRING SEED MIX)
SPECIES
SEPT. 1 — MARCH 1 WINTER RYE (GRAIN)
KOBE LESPEDEZA
PERMANENT SPRING SEED MIX
MARCH 1 — JULY 1
PERMANENT FALL SEED MIX
SEPT. 1 — NOV. 1
SPECIES
PENSICOLA BAHIAGRASS
COMMON BERMUDA
SERICEA LESPEDEZA
SPECIES
COMMON BERMUDA
SERICEA LESPEDEZA (UNSCARIFIED)
KOBE LESPEDEZA
SOIL AMENDMENTS
TO BE INCORPORATED INTO THE TOP 3 INCHES OF SOIL IN AREAS WITH SLOPES 2:1 OR FLATTER
APPLY FERTILIZER (10-10-10) AT A RATE OF 1000 LB/ACRE
APPLY LIME (GROUND AGRICULTURAL LIMESTONE) AT A RATE OF 4000 LB/ACRE
APPLY SUPERPHOSPHATE (0-49-0) AT A RATE OF 200 LB/ACRE
* REQUIRED FOR PERMANENT SEED MIX ONLY
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER.
ANCHOR MULCH WITH ROVING, NETTING OR BY TACKING WITH ASPHALT EMULSION AT A RATE
OF 400 GAL./ACRE
WATER
MINIMUM OF 1" OF RAINFALL A WEEK (IF NOT SUPPLIED NATURALLY, CONTRACTOR
SHALL SUPPLY THE REMAINING AMOUNT UNTIL GROUND COVER HAS BEEN ESTABLISHED).
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS THE GROWTH IS FULLY ADEQUATE.
MOW WHEN THE AVERAGE PLANT HEIGHT EXCEEDS 6 INCHES.
RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
REVISIONS ,�, EROSION CONTROL
SYM. DESCRIPTION DATE O U b l e' a'� �H4 ',.
'� .•••... �: UTILITY IMPROVE1vIENTS SEPTEMBER 2020
a ���FESS►1 N . TO SERVE D ETA I LS DATE
If 0
BLACKHAWK LANDING
FINAL DRAWINGS
n ineerin , PLLC •• •.. AlNE��••'?' COUNTY, NORTH AR LINAEC-2gg ..,..�. HOKE COUN 0 C O�1i�cN �.
150 S. Page St. • Southern Pines, NC 28387 • (g i O) 684-8646 • Cert. No. P-1275 �''ralffffiH++�`.2�. NOT RELEASED FOR CONSTRUCTION SHEET NO.

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CONSTRUCTION SPECIFICATIONS:
1. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION
AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF
ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED
DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL
MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL
IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE
EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE
FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR
PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4—INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH
FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PREVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS A
BACK FILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4—INCH LAYERS AND COMPACT IT
UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN
NOT TO RAISE THE PIPE FROM THE FIRM CONTRACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE
HAUNCHES.
PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACK FILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH
CONSTRUCTION EQUIPMENT, IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE
DAM AFTER THE EMBANKMENT IS COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURES INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL
PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR
SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE
USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS — INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE
ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL
TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH THE LAMINATED PLASTIC OR
IMPERMEABLE GEO TEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES
AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH S—INCH
STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND.
THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE
FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS,
SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONS SHOULD OVERLAP THE LOWER SECTIONS SO THAT
WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH
STAPLES OR PINS. (ADAPTED FROM " A MANUAL FOR DESIGNING, INSTALLING AND MAINTAINING SKIMMER SEDIMENT BASINS."
FEBRUARY 1999 J.W. FAIR CLOTH & SON.)
8. INLETS -- DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR
DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT LADEN WATER TO THE UPPER END OF THE POOL AREA TO
IMPROVE BASIN TRAP EFFICIENCY (REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
9. EROSION CONTROL -- CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE
WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY
SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY
AFTER CONSTRUCTION ( REFERENCES: SURFACE STABILIZATION).
10. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65
11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND AIL
THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY
REFERENCES: SURFACE STABILIZATION).
MAINTENANCE:
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO
ONE—HALF THE HEIGHT OF THE BATTLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN
BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL.
MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE —ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND
THEM.
IF THE SKIMMER IS
CLOGGED
WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY
JERKING ON THE ROPE WILL
MAKE THE SKIMMER
BOB UP
AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW.
IF THIS DOES NOT WORK, PULL
THE SKIMMER OVER
TO THE
SIDE AND REMOVE DEBRIS. ALSO CHECK THE ORIFICE INSIDE
THE SKIMMER FOR DEBRIS.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH
A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE
SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH THE FABRIC THAT SPANS THE
FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND
OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE
WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
* AREA OF BASIN WATER SURFACE AT
TOP OF PRINCIPAL SPILLWAY ELEVATION
INFLOW
STRUCTURE
BAFFLES
PLAN VIEW
aruwinn
DEWATERING
DEVICE
z
w
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m
w
EMERGENCY
SPILLWAY
--EMBANKMENT
WATER SURFACE FREEBOARD
SEDIMENT
STORAGE ZONE
BAFFLES 6" MIN. INVERT
ELEVATION OF
EMERGENCY SPILLWAY
CROSS --SECTION VIEW
NOTE:
EMERGENCY SPILLWAY SHALL
NOT BE LOCATED OVER FILL
PORTION OF THE EMBANKMENT.
TEMPORARY SKIMMER BASIN DETAIL
NOT TO scuE
ARM
Ar--e r .,
PERSPECTIVE VIEW
"C" ENCLOSURE
"ER
ENTRY UNIT
PVC PVC
END CAP VENT PIPE
WATER SURFACE
�— PVC SCH. 40
END CAP PVC PIPE
PVC TEE PVC PIPE
1 /2" HOLES
IN UNDERSIDE
FLEXIBLE HOSE---
END VIEW
SCH. 40
PVC PIPE
- ORIFICE
PLATE
PVC TEE
BOTTOM SURFACE
FRONT VIEW
SKIMMER DEWATERING DEVICE
MATERIALS NOTES:
USE STEEL POSTS WITH WIRE
MESH FOR INLETS IN SOIL
SURROUNDINGS.
USE BLOCK AND GRAVEL FOR
INLETS IN ASPHALT SURROUNDINGS.
N
INLET
#57 STONE
n
NOTE:
INLET TOPS TO REMAIN
OFF INLET STRUCTURES WHILE
INLET PROTECTION IS IN PLACE.
6' STEEL POSTS WITH
WIRE MESH OR BLOCK
AND GRAVEL WIRE MESH — 23 GAGE,
1 /4" OPENINGS
EXCAVATE FOR
/Irl- SEDIMENT CAPTURE
N (SEE PLAN FOR
DIMENSIONS)
i 1N
V/
SECTION A —A FILTERED
CONSTRUCTION SPECIFICATIONS WATER
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND
DISPOSAL OF SPOIL.
2. GRADE THE APPROACH TO THE INLET UNIFORMLY.
3. PROTECT WEEP HOLES BY GRAVEL.
4. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY
STABILIZED, SEAL WEEP HOLES, FILL THE BASIN WITH STABLE SOIL TO FINAL
GRADING ELEVATIONS, COMPACT IT PROPERLY, AND STABILIZE.
MAINTENANCE
INSPECT, CLEAN, AND PROPERLY MAINTAIN THE EXCAVATED BASIN AFTER EVERY
STORM UNTIL THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY
STABILIZED. TO PROVIDE SATISFACTORY BASIN EFFICIENCY, REMOVE SEDIMENT
WHEN THE VOLUME OF THE BASIN HAS BEEN REDUCED BY ONE—HALF. SPREAD
ALL EXCAVATED MATERIAL EVENLY OVER THE SURROUNDING LAND AREA OR
STOCKPILE AND STABILIZE IT APPROPRIATELY.
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UTILITY IMPROVEMENTS
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BLACKHAWK LANDING
HOKE COUNTY, NORTH CAROLINA
EROSION CONTROL
DETAILS
SEPTEMBER 2020
�A
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REVISIONSnrtrrrurrrhi
sYM.
DESCRIPTION
DATE
FINAL DRAWINGS
NOT RELEASED FOR CONSTRUCTION
150 S. Page St. • Southern Pines, NC 28387• [phone] • Cert. No. P-1275

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18" OF CLASS "B" RIPRAP WITH
INSTALL FILTER FABRIC 12" OF NCDOT #5 OR #57
UNDER RIP RAP AND GRAVEL WASHED STONE (GRAVEL CHECK DAM)
FILTERED (UPSTREAM SIDE OF OUTLET)
WATER
ELEVATION
18'
12" MIN.
#57 WASHED
STONE ,I
FLOW - --
24"
it
SECTION
CONSTRUCTION SPECIFICATIONS:
STEEL POST
19 GUAGE HARDWARE
CLOTH - 1 /4" OPENINGS
HORIZONTAL POST
SILT FENCE FABRIC
CLASS 'B' RIP
RAP (TYP)
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC
FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
WHERE THE DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM
CUTTING AROUND THE ENDS OF THE CHECK DAM.
4. PROTECT THE CHANNEL AFTER THE DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE
DAM, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
8. SEE SILT FENCE DETAIL FOR CONSTRUCTION SPECIFICATIONS.
l A T111 04012"T 2r"_
INSPECT DAM AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1 /2 INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER
DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE DAM AND EROSION FROM HIGH FLOWS AROUND
THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS
AROUND DAM, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP
LINER IN THAT PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINE AND PAVED CHANNELS).
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL
VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE DAM, AND PREVENT LARGE FLOWS FROM
CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAM AS NEEDED TO MAINTAIN DESIGN HEIGHT
AND CROSS SECTION.
GRAVEL CHECK DAM REINFORCED SILT FENCE OUTLET DETAIL
NOT TO SCALE
1. GROUND STABILIZATION REQUIREMENTS
SECTION II.B.2 NPDES CONSTRUCTION STORMWATER GENERAL
PERMIT NCGO10000
CONTRACTOR SHALL BE REQUIRED TO ESTABLISH GROUND
STABILIZATION AS PER FOLLOWING CHART.
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER
DIKES, SWALES,
7 DAYS
NONE
DITCHES AND
SLOPES
HIGH QUALITY
WATER (HQW)
7 DAYS
NONE
ZONES
IF SLOPES ARE 10' OR
SLOPES STEEPER
7 DAYS
LESS IN LENGTH AND ARE
THAN 3:1
NOT STEEPER THAN 2:1,
14 DAYS ARE ALLOWED
SLOPES 3:1 OR
7 DAYS FOR SLOPES
14 DAYS
GREATER THAN 50 FEET
FLATTER
IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES
14 DAYS
(EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
AND HQW ZONES)
TYPICAL GROUND COVER STABILIZATION TYPES -
GRASS AND OR SOD, WHEAT STRAW, MULCH,
BIODEGRADABLE STRAW MATTING, SYNTHETIC MATTING, ETC.
SYNTHETIC MATTI N G
TOP NET
EXTRA -HEAVYWEIGHT,
UV -STABILIZED POLYPROPYLENE,
5.0 LBS/1,000 FT2, (2.44
KG/100 M2), APPROX. WT.
UV -STABILIZED POLY FIBER
0.70 LBS/YD2, (0.38 KG/M2)
BOTTOM NET
HEAVYWEIGHT, UV -STABILIZED
POLYPROPYLENE, 3.0 LBS/1,000
FT2, (1.47 KG/100 M2) APPROX.
WT.
THREAD
UV -STABILIZED POLYPROPYLENE
DOUBLE -NET STRAW -
COCONUT BLANKET
TOP AND BOTTOM NET:
HEAVY WEIGHT 8 PMSF UV
STABILIZED POLYPROPYLENE
0.5" X 0.5" OPENING
MATRIX MATERIAL:
100% COCONUT FIBER
0.55 LBS/YD2, (29.8G/M2)
MIDDLE NET:
HEAVY WEIGHT 24# PMSF UV
STABILIZED POLYPROPYLENE
0.4" X 0.5" OPENING
THREAD:
UV STABILIZED 1.50" STITCH
SPACING
(7.5am)
1 3
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANY NECESSARY APPLICATION
OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL---O-SEED DO NOT SEED PREPARED AREA. CELL-0-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP --SLOPE PORTION OF THE TRENCH. ANCHOR THE
RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM)
PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM , STAPLES/STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING
ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE
RECP's WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO
PROPERLY SECURE THE RECP`s.
CONSTRUCTION SPECIFICATIONS:
EVEN IF PROPERLY DESIGNED, IF NOT PROPERLY INSTALLED, RECP'S WILL PROBABLY
NOT FUNCTION AS DESIRED. PROPER INSTALLATION IS IMPERITIVE. EVEN IF PROPERLY
INSTALLED, IF NOT PROPERLY TIMED AND NOURISHED, VEGETATION WILL PROBABLY NOT
GROW AS DESIRED. PROPER SEED/VEGETATION SELECTION IS ALSO IMPERATIVE.
GRADE THE SURFACE OF INSTALLATION AREAS SO THAT THE GROUND IS SMOOTH AND
LOOSE. WHEN SEEDING PRIOR TO INSTALLATION, FOLLOW THE STEPS FOR SEED BED
PREPARATION, SOIL AMMENDMENTS, AND SEEDING IN SURFACE STABILIZATION, 6.1. AL
GULLIES, RILLS, AND ANY OTHER DISTURBED AREAS MUST BE FINE GRADED PRIOR TO
INSTALLATION. SPREAD SEED BEFORE RECP INSTALLATION. (IMPORTANT: REMOVE ALL
LARGE ROCKS, DIRT CLODS, STUMPS, ROOTS, GRASS CLUMPS, TRASH, AND OTHER
OBSTRUCTIONS FROM THE SOIL SURFACE TO ALLOW FOR DIRECT CONTACT BETWEEN
THE SOIL SURFACE AND THE RECP.)
TERMINAL ANCHOR TRENCHES ARE REQUIRED AT RECP ENDS AND INTERMITTENT
TRENCHES MUST BE CONSTRUCTED ACROSS CHANNELS AT 25-FOOT INTERVALS.
TERMINAL ANCHOR TRENCHES SHOULD BE A MINIMUM OF 12 INCHES IN DEPTH AND
6 INCHES IN WIDTH, WHILE INTERMITTENT TRENCHES NEED BE ONLY 6 INCHES DEEP
AND 6 INCHES WIDE.
MAINTENANCE:
1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1 /2 INCH OR GREATER) RAIN FALL EVENT, REPAIR IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT
OCCUR BENEATH THE RECP.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH
THE GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL
BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNITL GROUND COVER IS
ESTABLISHED.
ROLLED EROSION CONTROL PRODUCT DETAIL
NOT TO SCALE
REVISIONS
DESCRIPTION DATE (� U b I (� ,aa•`�j�1 ,C�I,Rp'y EROSION CONTROL
,,,. Q- ..••••••.% UTILITY IMPROVEMENTS SEPTEMBER 2020
.�FEss, -' TO SERVE DETAILS °A
• BLACKHAWK LANDING FINAL DRAWINGS
nalneerin , PLLC ,�
V V `
"�iN���''��' HOKE COUNTY, NORTH CAROLINA
T'uP�'� NOT RELEASED FOR CONSTRUCTION Ec-5
150 S. Page St. « Southern Pines, NC 28387« [phone] « Cert. No. P-1275 "'«MOW •21-U
SHEET N0.
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANY NECESSARY APPLICATION
OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL---O-SEED DO NOT SEED PREPARED AREA. CELL-0-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP --SLOPE PORTION OF THE TRENCH. ANCHOR THE
RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM)
PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM , STAPLES/STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING
ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE
RECP's WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO
PROPERLY SECURE THE RECP`s.
CONSTRUCTION SPECIFICATIONS:
EVEN IF PROPERLY DESIGNED, IF NOT PROPERLY INSTALLED, RECP'S WILL PROBABLY
NOT FUNCTION AS DESIRED. PROPER INSTALLATION IS IMPERITIVE. EVEN IF PROPERLY
INSTALLED, IF NOT PROPERLY TIMED AND NOURISHED, VEGETATION WILL PROBABLY NOT
GROW AS DESIRED. PROPER SEED/VEGETATION SELECTION IS ALSO IMPERATIVE.
GRADE THE SURFACE OF INSTALLATION AREAS SO THAT THE GROUND IS SMOOTH AND
LOOSE. WHEN SEEDING PRIOR TO INSTALLATION, FOLLOW THE STEPS FOR SEED BED
PREPARATION, SOIL AMMENDMENTS, AND SEEDING IN SURFACE STABILIZATION, 6.1. AL
GULLIES, RILLS, AND ANY OTHER DISTURBED AREAS MUST BE FINE GRADED PRIOR TO
INSTALLATION. SPREAD SEED BEFORE RECP INSTALLATION. (IMPORTANT: REMOVE ALL
LARGE ROCKS, DIRT CLODS, STUMPS, ROOTS, GRASS CLUMPS, TRASH, AND OTHER
OBSTRUCTIONS FROM THE SOIL SURFACE TO ALLOW FOR DIRECT CONTACT BETWEEN
THE SOIL SURFACE AND THE RECP.)
TERMINAL ANCHOR TRENCHES ARE REQUIRED AT RECP ENDS AND INTERMITTENT
TRENCHES MUST BE CONSTRUCTED ACROSS CHANNELS AT 25-FOOT INTERVALS.
TERMINAL ANCHOR TRENCHES SHOULD BE A MINIMUM OF 12 INCHES IN DEPTH AND
6 INCHES IN WIDTH, WHILE INTERMITTENT TRENCHES NEED BE ONLY 6 INCHES DEEP
AND 6 INCHES WIDE.
MAINTENANCE:
1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1 /2 INCH OR GREATER) RAIN FALL EVENT, REPAIR IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT
OCCUR BENEATH THE RECP.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH
THE GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL
BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNITL GROUND COVER IS
ESTABLISHED.
ROLLED EROSION CONTROL PRODUCT DETAIL
NOT TO SCALE
REVISIONS
DESCRIPTION DATE (� U b I (� ,aa•`�j�1 ,C�I,Rp'y EROSION CONTROL
,,,. Q- ..••••••.% UTILITY IMPROVEMENTS SEPTEMBER 2020
.�FEss, -' TO SERVE DETAILS °A
• BLACKHAWK LANDING FINAL DRAWINGS
nalneerin , PLLC ,�
V V `
"�iN���''��' HOKE COUNTY, NORTH CAROLINA
T'uP�'� NOT RELEASED FOR CONSTRUCTION Ec-5
150 S. Page St. « Southern Pines, NC 28387« [phone] « Cert. No. P-1275 "'«MOW •21-U
SHEET N0.

PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
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SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to cleanup or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-NOl and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART 11, SECTION G, ITEM (4)
DRAIN DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
•
Within 24 hours, an oral or electronic notification.
deposition in a
e
Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
•
If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
•
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
•
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
•
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
.
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
•
Within 24 hours, an oral or electronic notification.
with the conditions
•
Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(l)(6).
o
Division staff may waive the requirement for a written report on a
case -by -case basis.
REVISIONS
SYM. DESCRIPTION DATE OUbIe �`�������nn,uu„,�. EROSION CONTROL
..4 ZL 0 ...?Ol ` UTILITY IMPROVEMENTS SEPTEMBER 2020
0�r�O�SS 4
= TO SERVE DETAILS DATE
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n irleerlrl PLC = FINAL DRAWINGS
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGo1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swaies, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1,14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swaies,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization Permanent Stabilization
• Temporary grass seed covered with straw or • Permanent grass seed covered with straw or
other mulches and tackifiers other mulches and tackifiers
• Hydroseeding • Geotextile fabrics such as permanent soil
• Rolled erosion control products with or reinforcement matting
without temporary grass seed • Hydroseeding
• Appropriately applied straw or other mulch • Shrubs or other permanent plantings covered
• Plastic sheeting with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
.has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
S. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
NCG01 GROUND STABIL17ATION AND MATERIALS HANDLING
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
ESTV110H-at
SANDBAGS ) SO
OR STAPLES
10 MIL
SILT FENCE SIDE.0 NINGNC. OR STSANDBAPLESAGS 9')
�
CLEARLY MARKED SHWME SECTION A -A
wASE NOTING or= (18' a MIN.) Ntm:
1. ACTUAL LOCATION DETERMINED IN FIELD
Z THE CONCRETE WASHOUT STRUCTURES 94ALL
BE MAINTAINED WHEN THE LIQUID AND/OR SOLID
REACHES 75X OF THE STRUCTURES CAPACITY.
&CONCRETE WASHOUT sIRUmw NEEDS TO BE
CLEARY MARKED WITH SIGIUGE NOTING DEVICE.
BELOW _GRADE WASHOUT STRUCTURE
NOT TO SCALE
10'
MEN
S�ARD &r.)
10 MIL H1 COHESIVE do
P 1.1 SIDE
LINING LOW BERM
1;1 smE 503E BERM
`C►� )
-._ SECTION .I�
-SANDBAGS CFYP)
NOTES:
OR STAPLES
1. ACTUAL LOCATION DETERMINED IN
FIELD
CLEARLY HARTED SKMACE
CONCRETE NOTING DMACE (18-ne MIN)
Z THE CONCRETE WASHOUT
WASHOLN!
SHALL
WHEN G NDRES
ARRSSOUI
REACHES 75X OF THE STRUCTURES
CAPACITY TO PROVIDE ADEQUATE
HOEDNO CAPACITY WITH A MINIMUM 12
INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE
NEEDS TO BE MEW MARKED WITH
SIGNAGE NOTING DLL
ABOVE GRADE WASHOUT
STRUCTURE
NOT TO SCALE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to -the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
REVISIONS
sYM. DESCRIPTION DATE ��%A EROSION CONTROL
o u b e p�r..•......y� UTILITY IMPROVEMENTS SEPTEMBER 2020
?�4�FE5S1 To SERVE
QATI
DETAILS
• BLACKHAWK LANDING
rl r1eeC`il'1g, PLLC FINAL DRAWINGS
,,,,,a•rcrN� Jar,.- HOKE COUNTY, NORTH CAROLINAEC-7
150 S. Page St. w Southern Pines, NC 28387 w [phone] • Cert. No. P-1275 'y'.�,tonets% � .2t- NOT RELEASED FOR CONSTRUCTION SKEET NO.

rtVWATER MANAGEMENT NOESE DEVELOPER OR HI5 AGENT SHALL CONTACT THE DESIGN ENGINEER
WHEN THE BEST MANAGEMENT PRACFICE(S) ARE CONSTRUCTED AND
ABOUT TO BECOME OPERATIONAL SO A FINAL INSPECTION CAN BE
PERFORMED TO DETLIiMINE COMPLIANCE WMI THE APPROVED PLAN CAN
BE PERFORMED.
2. ANNUAL MAINTENANCE 1NSPECT70H AND REPORT REQUIRED - M£
OWN&? OF A PEI?VI TED STRUCTURAL STORMWATER BMP/CONTROL
SHALL ANNUAIIY SUBMIT A AWNTEHANCE AND InSP£C17ON REPORT FOR
EACH BMP TO THE STORMWAT£R ADMINISTRATOR ANNUAL INSPECTIONS
.SHALL BEGIN WITHIN ONE YEAR OF THE RECORDATION OF ANY DEED(S)
SHOH7NG 57ORMWAIER BMPs/CONTROL STRUCTURES.
3. UPON COMPLETION OF THE PROJECT, AND BEFORE A CERRFICATE OF
OCCUPANCY SMALL BE GRANTED, THE ENGINEER OF RECORD SMALL
CERTIFY THAT THE COMPLETED PROJECT IS IN ACCORDANCE WITH THE
APPROVED STORMWATER MANAGEMENT PLANS AND DESIGNS.
4. A FINAL INSPECTION OF THE $a AND STaRMWATER AIAMAGEMENT
8NP/CONTROLS TO 8E SCHEDULED WITH AND COMPLETED BY THE
PROJECT ENGINEER
5. NCDEQ AND THEIR ASSIGNS HAVE RIGHT TO ACCESS THE STORMWATER
CONTROL(s) FOR INSPECTIONS OR MAINTENANCE AS NECESSARY.
6. THE ENGINEER'S CER RCt77ON OF COMPLETION MLL BE REQUIRED
PRIOR TO THE FINAL PLAT OR CERTIFICATE OF OCCUPANCY. THE
STORMWATER CONTROL IS TO BE INSPECTED TO ENSURE IT IS
FVNCTTONING AS DESIGNED AND HAS FULL DESIGN VOLUME PRIOR TO
ISSUANCE OF THE FINAL CERTIFICATE OF OCCUPANCY.
It. THE PROPERTY OWNER iS RESPONSIBLE FOR M&NTAlN1NG THE
STORMWATER CONTROLS(s) ACCORDING TO THE APPROVED MAINTENANCE
PLAN AND DIRECRON OF NCDEQ
30` RCP WITH WATER TIGHT SEAL
PiPE TO BE BEDDED
PER DIRECTION OF GEOTECHNICAL
ENGINEER 3
APPROAMATE SIZE
EXCAVATE AND BACKFILL
WITH COMPACTED
STRUCTURAL FILL AS
DIRECTED BY GEOTECHNICAL
ENGINEER
42'-30" RCP 0 USX
SILT FENCE AS NEEDED
W'A
3' MiH
8' ION.
EMBANKMW WIDTH
6' TOPSOIL FOR ALL. --
AREAS ABOVE THE
NORMAL POND EMATiON
6' CLAY SOIL
LINER ON INSIDE fi S'xfi,5' SEEPAGE
FACE OF COLLAR. SET:
EIIBANKMI]NT DETAIL.
6FT LITTORAL
6' TOPSOIL ABOVE
6' CLAY LINER
ON TJTTORAL SHELF
3
/_J ELJTT--183.0
'* m. ASTM C--923 SEAL
BETWEEN BARREL & RISER.
RISER WE TO BE FILLED
WITH CONC. TO INVERT OF -
BARREL
8'X8'X1'X12' LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND
2-A307 V HOOKS 3/4' DIA. X 12' LONG FROM ANGLE TO BASE,
ANGLE TO BE HELD COATED WITH ZINC RICH PAiNT AFTER
CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
STEEL
--TFfLTER MEDIA (SEE NON 2)
P= 70 INSTALUMN. WANUFACIM SE'ECiFTCATTONS OF HOLIER MEDIA SHALL BE REVIEWED To ENSURE THAT Mom FROM
FILTER MEDIA STALE MEET OR EXCEED 1HE PROVISIONS OF THE CLEAN WATER ACT,
BMW THAT PUMP PRESSURE DOES NOT EXCEED FM MEDIA PR SSURIE RATM
FILTER MEDIA MAY IF. BUT NOT UM TO, SAND MEDIA FIIRAT[OR DEVICES, FATED FRIE7T FABRIC
BAGS OR POLYMER BASED DEWATERING PRACTICES.
Pt1MEP SHADIER SNAIL NOT BE N CONTACT WIN BOTTOM OF POND,
BMP POND DEWATERING
SEEDBED PREPARATION;
1. CHISEL CWAM AREAS AIT MW TOPSOIL THREE NCLif'S DEEP OM ADVERSE SOIL CONDITIONS, IF AVAIAIRF.
z RIP THE ENTIRE AREA TO SIX INCHES DEEP.
3. IrfMOYE ALL LOOSE ROCK, ROM AND OTTiER OBSTRUCTION% LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGLiCULTURAL TAME, FTIIT119M ANT) ATE UNIOAI.Y AND MIX WITH SOIL (SEE SEEDING MIXTURE)
5 CONTDiUE TILLAGE WM A WELL -PULVERIZED, FORM, EiF MAS.Y UNIFORM SE EDn IS PREPARED FOUR To SIX INCHES DEEP.
0. SEED ON A FAESNk.Y PREPARED SEEM ARD COMER SEED LIG U WITH SEEDING EQUIPMENT OR CULTTPACK AFTER SEEMK
7. MULCH WMEDIATELY AFTER SM010 AND AT UR Mum
8. aLsPEcr ALL SEEDED AREAS AND PUKE NECESSARY REPAIRS OR RE-SEiDIIGS Nf1RLN TITS: PLANTING SEASON, IF POSSRE IF
STAND SHOULD BE MW THAN 60% DAMAGED, RE-ESiABM FOLLOWJIRi THE ORX;IM UWF. ET71LRM AND SEEM RATES.
9. CONSULT SkM ANAL DMIEERS ON MAMENMICE TIEATLffNT AND FERiURATION AFTER PiifiMA m COVER 0
ESTAiLISTED.
LANDSCAPE NOTES:
ALL LANDSCAPING SIW,L BE IN COMPLIANCE WIM THE NCDEQ BMP REOI)fftELEEDRTS.
LANDSCAPE CONTRACTOR SHALL PROMOS A TWO-YEAR 1VARRA M FOR EYP PLATTING SUEM ALIEPLACEME16
AT THE END OF THE FIRST YEAR AND AT THE END OF THE TWO-YEAR WARRANTY PERIOD, ALL PLANTS THAT Do NOT SURVIVE MUST BE
RED.
57AIXtS1IlJENT PROCEDURES SltlxH AS CONTROL OF INVASIVE WEEDS ANIMAL AM VANDAL DAMAGE, WJMNG, RE-STAIONO, WATERING, AND
MESH OR TUBE PROTECTION REPLAIE ENT SFALL BE UPL$}k7N[ED TO THE WEND N� TO ENSURE PLWVT SG MALL STAIOHG MUST BE
RFLJCVED AFTER ESTABLISHMENT (APPROXIMATEE.Y 12 MCAVTEiS), To PREVENT gRDEIIG (STRANGLLNG) OF ALL MW PLANTS.
SOD WRHN W AND SURROUNDING AREAS TD BE BERMUDA OR CENTIPEDE MM
GRASS OR WILDFl.OWER SEM MUST BE APPLIED AT THE RATES SPECIFIED BY THE SUPPLIERS. iF PLAN ESTA8115HMENr CANNOT BE ACHEVED
WRFf SEEDING BY THE TIME OF SUBSTAN K COUPLE" OF THE STORMWATER FAI;TELIT' AWN OF TINE PROJECT, THEN THE iONiRACTaR
i9IALL PLAN THE AREA WiTH WILDFLOWER SOD, PLUGS, CONTAINER PLANTS, OR OTHER MEAHIs TO COMPLETE THE SPECIFIED PtANNNG AND
PROTECT AGAINST EROSION BEFORE WATER 6 ALLOWED To ENTER THE STORMWATT7f BLIP FACILITY.
ALL MATERUi15 STIU BE A=M FROM AN APPROVED NCM PLAN VENOM PLANT MATERIAL. MOULD BE PURCHASED FROM A LOCAL
SOURCE TO ENSURE SUTNNARM. LOCAL VENDORS FOR To SITE INCLUDE:
- CIL IDE NATIVE PLANT NUNLM 919-662-5566
- 1AiOYAHG WILD NUITSERi' 91D-259-6361
- NG FOREST SET2MIGE 919-731-79BO
- PLANT DEEIGYtTs NURSETGY 919-M-4794
- TARHEEL NATIVE TREES 919-553-5927
IRMEOL47UY AFTER THE WET DETENTION BASIN IS ESTAIAMED, THE PLANTS ON THE MEG>i7ATED WU AND PERUETER OF THE BASIN SHOULD
BE WATM TWIGS WEEKLY IF KOM UNOI. THE PLANES BECOME ESTABLISHII} (COLWONLY SIG Wmcs)
NO PORTION OF THE WET DEENTION POND SHOULD BE FTRBIRED AFTER THE FiRST RiD1Ai FTOiOLQATOti THAT S REQUIEo TO FIiiABlL5tf
THE PLANTS ON THE VEGETATED SHELF.
LANDSCAPING NOTES:
1. CONTRACTOR SMALL. COMPLY WITH ALL APPLICABLE CODES AND ORDINANCES RtlCAitDiNC LANpSCAPOf&
Z iT IS TINE RESPORSMRY OF THE CONTRACTOR TO ESTAM A HM1HY STAND OF GRASS ON ALL SEEDED ARE
'J. CONfRA= SHALL. MOM NATURAL TOPSOIL THAT IS FERT4E, Fib WIT IGUT MATURE OF SUBSOIL MATER ASS, AND
OBTAINED FROM A WELL CRANED AVAILABLE SITE. ii STALL NOT CONTAIN SUBSTANCES TIINICH MAY BE HAiiMfUL TO PLANE
ARUM TOPSOIL SHALL BE SCRIEFED AND FREE FROM CLAT, EWdM STONES. ROOTS, PLANTS, GAL SIMILAR sumTmm 1'
OR MORE IN DNAVETER, DEBM OR OMOBJECTS TMIOGF MOIilRT 13E A tWOfRIdECE TO PLANTINGOPERATTDNS TOPSOIL
STALL CONTAIN AT LEAST 4-6X MW MATTER BY W✓TGIT AM HAVE A PH RANGiE OF 5.5 TO 7A.
4. CONTRACTOR MU BE RE7Q= FOR THE WATERING AND THE MWENANCE OF ALL IANISCAPED AREAS UNTIL THE LATER
OF. (a) MU (30) DAYS FOLLOWING THE PLANING OF THE GRASS ARIL MOM OR (b) IRE DATE: THAT STORE OPENS IN
BRIM TO THE PUBLIC, CONTRACTOR SHALL ALSO BE RESPONSE M FOR THE SURYNAL OF TFE BMP PEANIONG MATERIALS
DIM THE TWO-YEAR WARRANTY PERIOD AD SWILL. RlPLAU ALL PLANTS THAT DO NOT SURVIVE AT 1H E END OF THE FiLST
YEAR AND AT THE END OF THE SECOND YEAR OF THE WARRANTY PERIOD,
5. CONTRACTOR TO VERIFY QUANRBfS PRiOR TD COMMENCING WORK.
14 ANY DISTU iD AREAS NOT SCHEDULED TOR HARDSCAL'E; KANT M OR MULCH SHALL. BE SEEDED FAWN. REFER 10 SIM PLAN
FOR LOCATION OF AREAS TO BE SUDOED.
7. NO PLANT SUBSTTIO110NS ARE P94[TTE]) WITHOUT WRITTEN APPROVAL OF THE OWNERS 90MMATIVE
&FOR NEW PLANING ALAS, REMOVE ALL PAYEMtM GRAVEL SUIE-BASE AND CfgNSTR1IC M pEBRIS; ROM COMPACTED SOIL
AM
EIS ir NEW TOMM. OR TILL AND AMEND THE TOP 1B" CF EIOSTI D SOIL TO MEET TOP LANT{NG MIX STA#mARm
MR & ADJUST TREE PIANTMIG LOCATIONS TO AVOID UNaEiiGUM UNIinES. PLW 15' FROM ALL UFiN>il MINiD UTILITIES (SE1t M
AND STOFII ORAI AM GAS, WATER. PRoNE, AND EurTWAL. LMM)
1 STORMWATER MANAGEMENT SYSTEM DETAILS
NOT TO SCALE
LOW POINT
TOP OF STRUCTURE
(MANHOLE ACCESS)
MIlaw
.koMrkr
y:.
Fan TO DETAIL
FOR INCREMENTAL
WEIR
VX4' PRECAST
CONCRETE RISER
(INSTALL. STEPS
AS NECESSARY)
PVC ELBOW
SEE DETAIL.
TOP OF EMBANKMENT ELEVATiON=193.0
-192 YEAR_ STORM.ELEVATwN-19Lt8
EMET2GEfNCY WEIR ��1fp1'IaN=1909 ,_
_ Ott YEAR STORM E1F1►ATIaFI_IRQ.25
1 YEAR STORM ELEVATION=1B&13
I
IMMEDIATE WEIR ELEVATION=187.7
1.0-INCH STORM ELEVATION=165.62
NORMAL POND M VATION=185.0
CONSTRUCTION SEQUENCE
FOR WET DETENTION POND:
1. INSTALL EROSION CONTROLS.
2. CONSTRUCT RAM BASE AND AREAS BELOW THE
NORMAL POOL. CONSTRUCTION TO BE PERFORMED
UNDER THE INSPECTION OF THE GEOTECHNICAL
ENGINEER. SEED UPON COMPLETION.
3. INSTALL OUTLET PIPE, NIP -RAP APRON AND
STONE FILTER RING.
4. CONSTRUCT OUTLET STRUCTURE.
5. REMOVE ACCUMULATED SEDIMENT AND
SE® UPON COMPLETION.
2 NOTE: PUMPS SHALL BE USED TO DRAiN
1 THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
BOTTOM OF POND (TOP OF SEDIMENT STORAGE�175.5
CONCRETE SHALL BE -
PLACED 1N ANGLES ARERISER SECUAFTER
TO BASE AND RISER _ _ rANGLES ARE SECURED (BOTTOM OF SEDIMENT SfORAGE�174S
`- 5'x5'x1.5' CDHC. BASE REINFORCE WITH f4 BARS AT IV O.C. TOP
AND DMTTOM OF EACH DIRECTION PROVIDE 3' MIN. CLEARANCE
BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
S ...
SPILLWAY CREST
ELEV=190.9
6" CLAY SOIL
LINER
AWN POOL
TOP OF EMBANKMENT ELEV=193.0
8'
3'
3
1� B
8"
3
1 F
LEVEL
SPILLWAY
CREST
COMPACTED
SUBGRADE
EXISIiNG GRADE=195.0f
3
1
I 2'-Dw
� a
5. THICK 400D I-
CONC. W/ 6X6, 10/10
WWF 2" FROM TOP
CONCRETE SPILLWAY
. INLET PIPE WITH
2
1
�- RIP -RAP APRON
FOREBaR 197 // ' 197-___-INLET PIPEWITHRiP-RAP APRON /
ra----
=a --as ,15
1 REFER
TO LAN / I / FOREBAY FOREBAY y .- ik'
AREA
BY OTHERS % AREA a FOREBAY WEIR / / / / ♦ / / /
q a t 1 ^ _ ...,� r.."`"" - ."'"- "�' �. �.�, .� k ° a r y REFER 'j0
`- a L__ _ -' t a �// // //� / /, cR>BY OTHERS
OTHH�
MAIN POND
J l
AREA
TOP OF EMBANKMENT
ELEV=193.0
.SOD AREAS ABOVE / / / ✓ r / / / / / /
/ r
_-1 8_ - _.. � -... -- NORMAL POOL
I \ \ - - r �r / "` .._ CONCRETE ---.- _ �' �' r �- ""- _ ELEVATION
SPILLWAY CONCRETE SEEPAGE r _.--- �-
I I 4 \ - -�� / r r ✓ / ^- _ _ -� ✓ TOTAL LITTORAL SHELF
COWER OUTLET CONTROL AREA=2,985SF
-. PREFER TO DETAIL
r j r STRUCTURE
\ ` \ ` \ , \ �. - - ✓ / / / / '` ✓ - - �� \ 42.- p.? 8%REFER TO DETAILS ' �- -FOR PLANTINGS - - . _ -- _ .
`\�,_V(WATEVTIGHT)r'THIS SHEET - --- - IW=185.0-'
FES
INV=184.0 _ . _ _ ._ -- ^ _ _ _ ✓ r
IN, 4D
�� -r/� //•/ ✓rrr\\�� �♦ \\\ `� ✓/'� J///-'"/s� GRAPHIC SCALE
/ /" / -- -- - \ \l / 40 0 20 40
WET POND PLAN VIEW 1 INCH = 40 FEET
luCIUIE NOT SHOWN FOR CLARITY
ACCESS)
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
1' TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY BERM--
6' TOPSOIL. ABOVE-
6' CLAY LINER
ON LITTORAL SHELF
6Fr LITTORAL 6:1
SHELF
3CY CLASS B RIP -RAP
3:1
5' MIN. GRASS FOREBAY
WEIR AT ELEV=184.0
FOREBAY TOP ELEV=187 5
WIDTH AT TOP=20 FT
RISER STRUCTURE
4' PVC SCREW CAP
FOR CLEANING ACCESS
12' MIN.
P'
4'x4" PVC TEE
SEDDiW STORAGE TOP
FOREBAY BOTTOM
E EV=179.a(W)/18a.O(E)
BOTTOM OF SEDIMENT
STORAGE/MT
OH=182.0
3)"DDL HOLE DRILLED-J V
INTO BOTTOM CAP
PVC DRAIN OUTSCALE' N.TS.
NOTE: PUMPS SHALL BE USED TO DRAiN
THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
�ISN
NORMAL POND ELEVATION /l! 1 ! i
FOREBAY ENTRANCE SHALL BE
DEEPER THAN FOREBAY EXIT
SHALLOW LAND ZONE
HERBACEOUS hA NTS
1 1----�
6
TYPICAL LITTORAL SHELF VEGETATION DETAIL
SCALE: N.T.S.
SCIMPIC NAME COMMON NAME PLANTING ZONE QUANTITY NURSERY CONTAiNIR TYPE
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/ENTRANCE
ELEV=178.O(W)/179.O(E)
5HAUW WATER ZONE
HERBACEOUS PLANTS
POND
(NORMAL. POOL)
SPACING PtANnNO qrecnu
Janeux effasus
tris virginlea
SofT Rush
Blue Flag Iris
SHALLOW WATER
SHALLOW WATER
125
125
PEAT POT
PEAT POT
6' O.C.
6' O.C.
SPRING/511uMEk
SPRING/SUMMER
Schaenoplecius fabemaemordani
Soft Stem Bulrush
SHALLOW WATER
125
PEAT POT
6' O.C.
SPRING/SUMMER
Eupaforladelphus maeulalus
Spotted Trumpafweed
SHALLOW LAND
125
PEAT POT.
6' O.C.
SPRING/SUMMER
F.apatorium purpuravin
Joe-Pye Wead
SHALLOW LAND
125
PEAT POT
6' O.C.
SPRING/SUMMER
Rfrynchaspom calorata
Sfamnh WhImop
SHALLOW LAND
125
PEAT POT
6' O.C.
sPRINc/sukfMER
CONGRETE__SEEPAGE
.,. COLLAR
SCALE: N.T.S.
STORMWATER MANAGEMENT DESIGN
WET DETENTION POND
RIVER BASIN: CAPE FEAR
RECEIVING STREAM: DEAVER CREEK
STREAM INDDL: 18-31-19-5
STREAM CLASS: C
HUB: 03D30OD4
POND DESIGN 5UtV MARY
DRAINAGE AREA TO (POND:
2187 ACRES
SHE IMPERVIOUS AREA TO POND:
9.95 ACRES
TOTAL DESIGN HOUVIOUS AREA TO POND:
16.62 ACRES
PIE --DEVELOPED
TO
POST-DiVEiOPEO POST DEVELOPED
FOND
DRAINAGE AREA: 23.87 AC
IQ No THROUGH- PDND
23.87 AC
CURVE NUM9EE;: $9.7
85 5
TIME OF CONCENTRATION: 19.0 MIN
12 MIN
1' STORM EVN?It
2S99 CFS am CFS
1-YEAR STORM 15W: 5.094 CFS
56.68 as ams CFS
10-YFAR STORM EVENT- 39JI CFS
129.58 CFS 37M CFS
ta0-YEAR STORM EVENT: 96.31 CFS
216.08 CFS 110.04 CFS
TYPICAL LITTORAL SHELF PLANTING SCHEDULE
STAGE STORAGE TABLE
STAGE
ATION
UR
INCREMENTAL
TOTAL
(!I. �
COM (SF)
STORAGE (CFI
STORAGE (CF)
0.0
185.0
21940
0
0
0.5
185.5
24355
11574
11574
1.0
186.0
26000
12589
24153
2:0
187.0
29305
27653
51815
2.3
187.3
30305
6
6(W4v)
25
187.5
30975
6128 28
66885885
3.0
186.0
32980
15989
82873
40
f89.0
36255
W 18
117491
5.0
190.0
395M
37920
155431
6.0
191.0
42960
41273
196683
7.0
192.0
46390
44675
241358
8.0
193.0
49875
48133
269491
j4 REBAR 0 12. OC
IN FRONT & REAR FACE
OF COLLAR. REBAR TO
HAVE 3' MIN. CONG. COVER OPERATION & MAINTENANCE
FROM EDGE OR FACE OF COLLAR
NOTES:
I. ALL CONCRETE TO BE 30DO
PSI NON -FLY ASH.
2. APPLY }' THICK WRAP OF
ASPHALTIC CEMENT AROUND
DISCHARGE PIPE B"
BEYOND PLANNED SEEPAGE
CDLLAR ON BOTH SIDES.
3. APPLY ADDITIONAL
ASPHALTIC CEMENT AT
PIPE/SEEPAGE COLLAR
INTERFACE ON UPSTREAM
FACES.
4. TO BE HELD INSPECTED BY
GEOTECHNICAL ENGINEER.
ASPHALTIC CEMENT To
MEET OR EXCEED fEDM
SPECIFICATION SS-153
TYPE 1: ASTM-D-2M -75
TYPE 1.
BMP afonreaf
Pdwdfal problem
Hot I r® romsdlah fhs
The sdm BMP
Tradk/delsie is praad
Remora fM trmh/dddr.
e bahAnw
of bme saI and/or
Reprade Lha to nr ry fa
No" guftles have fotlned
remove W gu4y, and then pwd
a ground coven and rater r N
Is aft" lred. Prod& Ibra aw
a w -fiaw fetf€ikar apprkaTfon
or
a MgM
of apprmdakatellr SIX indas
or
of Irm
asdlmekd off-aRe.
UpipEs aae3red or
or
"Co ffie p4m
ne
arm
to alr"M H aver and pr
erosion cmW dr4m such as
ngnforoW turf moft or rlprop
to ardd fahoe problems dh
erasbn.
e
m
a dgfh gnalar than the
-
or Im Wi-ma OR
sodlawd and remedy His
oroval de.iId.o for
pmblan ff rxia%v. Remo» the
naTH i,,,,,.,�
R1 -^ ago
aedlmerd and dLapose of D In a
bcoRan *here D rill rat Cause
Ibnpodsfoidmts ar Iw BMP.
e on
peoteeHon such as rWorced furl
malRn or rtprop if needed to
fwm erkalmr MVNWTM
an
� 6 rfpe I
hW4 Ifon
OR I
dmw that prurtng Is mWod
profeaal d gotten
to maNdn comal PRO
rwaef,.
PWnb use dead. dlseavW or
Deterinine the soma of ha
Proms= aok hydrofa0y. .
akd
repkra IdOrtt
faffibw to
ssfahlsh lhsthe praurtd o a
toII tat frkdioahu H Is nmztm,
OMON Me Mae, RRIM
bond. H pod" Is urrd, wipe If
plmda ndher Bran
n
516010ftf fin commufted to
Search for IR-am-Wif via
a depth grater ftmr ifis
eedmerd and remedy Ia
� �r,..,
r@sW so&nivkt
p a"M if PMR& Remove the
»tarup doph
oWknenf ad dRapoae of I fn a
f oom rfwrs It riD nol cause
to strkknnn or thr W
am NX
of ea arm.
a remare
and oardrar Ike algal growh
6rroahe *nb rota' 507E of
Tam erfBr pssKdde (do no
Iw badn aartaca
ffpml
The «"
grox
.-
on ow ekrbmdonw
Fvkknoe or
to mra" Mwoft
Y h van&
and cakudf a profeakdard to
remove beavms.
A free tm &New b grow an
Cornkdt a mf sped
f1a smbanlamnt.
la romovs the Gros
rn annual anrAWed
UPPO#a ds
ttthirnbbaaaif ne
f
accu
of fhs ndhranf off-Wh.
The radlet dada rs damaged
Repair or roplaon In# coo
clerk..
water
Emslor or olar skins of
Qxftd the local K DMalm of
Earn oaaarsd at $0
Wdler 00" boofw OtBa, or
HOrw4N Lid, of
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1-
CFI
CONSULTANT.
Triangle Site Design, PLLC
4004 Barrett Drive
Suite 101
Raleigh, NC 27609
[phone]
[e-mail]
NC License #P-0619
'Stseessaseee.
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SEAL
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OWNER/DEVELOPER:
Lee Humphrey
Double D Engineering,PLLC
150 S. Page Street
Southern Pines, NC 28387
910-684-8646 (Office)
910-206-1808 (cell)
lee®doubledeng.com
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This document, together with
the concepts and designs
presented herein, as an
instmmerlf of services, is
intended Only for the specific
purpose and client for which
i1 was prepared. Reuse of
and improper reliance on this
document without written
authorization and adaptation
by Triangle Site Design, PLLC
Shall be without liability to
Triangle Site Design, PLLC.
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Drawn
Checked
Approved
Project Na: 04BODS
Date: September 4, 2020
TH19
STORMWATER
CONTROL MEASURE
DETAILS -PHASE 1
Sheet No.